preparatory survey report on the project ...open_jicareport.jica.go.jp/pdf/1000017298.pdftable 3.6...

JAPAN INTERNATIONAL COOPERATION AGENCYTEC INTERNATIONAL CO., LTD.NJS CONSULTANTS CO., LTD.

NIPPON KOEI CO., LTD.TOKYO SUIDO SERVICES CO., LTD.

TOYO ENGINEERING CORPORATION

THE REPUBLIC OF THE UNION OF MYANMARYANGON CITY DEVELOPMENT COMMITTEE (YCDC)

MARCH 2014

GE

JR（先）

14-083

PREPARATORY SURVEY REPORTON

THE PROJECT FORTHE IMPROVEMENT OF

WATER SUPPLY, SEWERAGEAND DRAINAGE SYSTEM

IN YANGON CITYIN

THE REPUBLIC OF THE UNION OF MYANMAR

VOLUME VIISEWERAGE AND DRAINAGE SYSTEM

FEASIBILITY STUDY

< Advance Version >

THE PROJECT FOR

THE IMPROVEMENT OF

WATER SUPPLY, SEWERAGE AND DRAINAGE SYSTEM

IN YANGON CITY

FINAL REPORT

MARCH 2014

GENERAL LIST OF REPORTS

VOLUME I: WATER VISION OF YANGON CITY

VOLUME II: WATER SUPPLY SYSTEM SUMMARY

VOLUME III: WATER SUPPLY SYSTEM MASTER PLAN

VOLUME IV: WATER SUPPLY SYSTEM FEASIBILITY STUDY

VOLUME V: SEWERAGE AND DRAINAGE SYSTEM SUMMARY

VOLUME VI: SEWERAGE AND DRAINAGE SYSTEM MASTER PLAN

VOLUME VII: SEWERAGE AND DRAINAGE SYSTEM FEASIBILITY

STUDY

The Project for the Improvement of Water Supply, Sewerage and Drainage System in Yangon City Vol VII Sewerage and Drainage System Feasibility Study

i

TABLE OF CONTENTS

CHAPTER 1. SUMMARY OF MASTER PLAN AND PROJECT FOR FEASIBITY

STUDY ................................................................................................................. 1-1

1.1 Summary of Master Plan ...................................................................................................... 1-1

1.2 Existing System .................................................................................................................... 1-4

CHAPTER 2. WATER QUALITY IMPROVEMENT OF KANDAWGYI LAKE .................. 2-1

2.1 Outline of Kandawgyi Lake and Its Basin ............................................................................ 2-1

2.2 Outline of Project .................................................................................................................. 2-1

2.3 Comparison of Water Quality Improvement Measures......................................................... 2-4

2.3.1 Construction of Interceptor Sewer ................................................................................ 2-4

2.3.2 Installation of Small Domestic Wastewater Treatment Apparatus (Johkaso) ................ 2-5

2.3.3 Dredging of Sediment ................................................................................................. 2-11

2.3.4 Water Transmission from Inya Lake ........................................................................... 2-11

2.3.5 Conclusion ................................................................................................................... 2-13

2.4 Design Condition of Interceptor Sewer .............................................................................. 2-14

2.4.1 Design Condition......................................................................................................... 2-14

2.4.2 Facility Design ............................................................................................................ 2-16

2.4.3 Construction Plan ........................................................................................................ 2-21

2.4.4 Operation and Maintenance Plan ................................................................................ 2-23

2.5 Dredging ............................................................................................................................. 2-25

2.5.1 Basis for Planning ....................................................................................................... 2-25

2.5.2 Dredging Work Using YCDC Dredging Equipment ................................................... 2-26

2.6 Cost Estimation and Implementation Schedule .................................................................. 2-29

2.6.1 Condition of Cost Estimation ...................................................................................... 2-29

2.6.2 Condition of Construction Cost ................................................................................... 2-29

2.6.3 Estimation of Project Cost ........................................................................................... 2-29

2.6.4 Estimation of O&M Cost ............................................................................................ 2-30

2.6.5 Implementation Schedule of the Project ..................................................................... 2-31

2.7 Project Evaluation ............................................................................................................... 2-31

2.7.1 Project Outline ............................................................................................................ 2-31

2.7.2 Economic Analysis ...................................................................................................... 2-35

2.7.3 Financial Analysis ....................................................................................................... 2-37

2.7.4 Improvement of Kandawgyi Lake Water Environment .............................................. 2-39

CHAPTER 3. C1 SEWERAGE ZONE ........................................................................................ 3-1

3.1 Outline of C1 Sewerage Zone ............................................................................................... 3-1

3.2 Design Conditions ................................................................................................................. 3-5


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3.3 Sewer System Design ........................................................................................................... 3-7

3.4 WWTP Design .................................................................................................................... 3-15

3.4.1 Basis for Design .......................................................................................................... 3-15

3.4.2 WWTP Facility Design ............................................................................................... 3-17

3.4.3 Mechanical Equipment Design ................................................................................... 3-22

3.4.4 Electrical Equipment Design ....................................................................................... 3-29

3.5 Construction Plan ................................................................................................................ 3-32

3.6 Operation and Maintenance Plan ........................................................................................ 3-37

3.6.1 Sewerage Ledgers and Records ................................................................................... 3-37

3.6.2 Operation and Maintenance of Sewer Systems ........................................................... 3-38

3.6.3 Operation and Maintenance of the WWTP ................................................................. 3-39

CHAPTER 4. COST ESTIMATION AND IMPLEMENTATION SCHEDULE ..................... 4-1

4.1 Condition of Cost Estimation ............................................................................................... 4-1

4.2 Condition of Construction Cost ............................................................................................ 4-2

4.3 Cost Estimation of the Project .............................................................................................. 4-3

4.4 Implementation Schedule...................................................................................................... 4-4

4.5 Consulting Service ................................................................................................................ 4-6

4.6 Estimation of O&M Cost ...................................................................................................... 4-8

4.7 Operation and Index Indicators ............................................................................................. 4-8

4.8 Organizational Structure for Implementing the Project ...................................................... 4-10

4.8.1 Organizational Structure for Implementing the Project .............................................. 4-10

4.8.2 Division of Duties for PIA and Organizational Arrangement ..................................... 4-12

4.9 Remarks for Project Implementation .................................................................................. 4-14

4.9.1 Procurement Environment of Relevant Experiences of the Myanmar Side ................ 4-14

4.9.2 Bidding Methods and Setting of Contract Conditions ................................................ 4-18

4.9.3 Selection Policy for Consulting Firms ........................................................................ 4-18

4.9.4 Selection Policy for Contractors ................................................................................. 4-19

CHAPTER 5. CAPACITY DEVELOPMENT PLAN ................................................................. 5-1

5.1 Outline of Capacity Development ........................................................................................ 5-1

5.1.1 Concept of Capacity Development................................................................................ 5-1

5.1.2 Capacity Development Methods ................................................................................... 5-1

5.2 Necessity of Capacity Development ..................................................................................... 5-3

5.2.1 Development of Institutional Arrangement ................................................................... 5-5

5.2.2 Development of Legal and Regulatory Framework ...................................................... 5-5

5.2.3 Development of Business Management Bases .............................................................. 5-5

5.2.4 Enhancement of Financial Management ....................................................................... 5-6

5.2.5 Strengthening of Hygiene Education and Awareness Activities ................................... 5-6


iii

5.2.6 Improvement of Operation and Maintenance Capability .............................................. 5-6

5.3 Activity Targets for Improvement ......................................................................................... 5-7

CHAPTER 6. PROJECT EVALUATION .................................................................................... 6-1

6.1 Economic/Financial Analysis Assumptions .......................................................................... 6-1

6.1.1 Wastewater Treatment Volume and Water Consumption .............................................. 6-1

6.1.2 Investment ..................................................................................................................... 6-3

6.1.3 Operation and Maintenance Costs ................................................................................. 6-4

6.2 Economic Analysis ............................................................................................................... 6-5

6.2.1 Economic Benefit .......................................................................................................... 6-5

6.2.2 Economic Analysis ........................................................................................................ 6-7

6.3 Financial Analysis ................................................................................................................. 6-8

6.3.1 Financial Affordability To Pay ...................................................................................... 6-8

6.3.2 Financial Evaluation ...................................................................................................... 6-9

6.3.3 Sustainable Tariff Setting ............................................................................................ 6-10

6.3.4 Tariff Setting Strategy ................................................................................................. 6-14

6.4 Project Evaluation ............................................................................................................... 6-15

6.4.1 Summary of Economic and Financial Analyses .......................................................... 6-15

6.4.2 Economic Externality of Environment Protection ...................................................... 6-16

6.4.3 Public Health ............................................................................................................... 6-16

6.4.4 Rise in Land Values and Fundamentals for International City .................................... 6-17

CHAPTER 7. ENVIRONMENTAL AND SOCIAL CONSIDERATIONS ............................... 7-1

7.1 Framework Related to Environmental and Social Considerations ....................................... 7-1

7.2 Components Which Affect the Environment and Society .................................................... 7-1

7.3 Improvement of C1 Sewerage Zone ..................................................................................... 7-1

7.3.1 Analysis of Alternatives ................................................................................................ 7-1

7.3.2 Scoping and TOR for Environmental and Social Survey .............................................. 7-2

7.3.3 Results of the Environmental and Social Surveys ......................................................... 7-5

7.3.4 Environmental Evaluation, Mitigation Measures and Cost ......................................... 7-10

7.3.5 Monitoring Plan .......................................................................................................... 7-16

7.4 Improvement of Water Quality of Kandawgyi Lake ........................................................... 7-17

7.4.1 Analysis of Alternatives .............................................................................................. 7-17

7.4.2 Scoping and TOR for Environmental and Social Survey ............................................ 7-18

7.4.3 Results of the Environmental and Social Surveys ....................................................... 7-20

7.4.4 Environmental Evaluation, Mitigation Measures and Cost ......................................... 7-23

7.4.5 Monitoring Plan .......................................................................................................... 7-28

7.5 Stakeholder Meeting ........................................................................................................... 7-28

CHAPTER 8. CONCLUSION AND RECOMMENDATIONS ................................................. 8-1


iv

LIST OF TABLES

Table 1.1 Sewerage Zones ................................................................................................................. 1-1

Table 1.2 Outline of Ejector System ................................................................................................. 1-4

Table 1.3 Outline of Wastewater Treatment Plant ............................................................................. 1-4

Table 2.1 Drain around Kandawgyi Lake ......................................................................................... 2-4

Table 2.2 Restaurant and Hotel around Kandawgyi Lake ................................................................. 2-6

Table 2.3 Removal of COD, BOD, TSS, T-N and T-P ...................................................................... 2-8

Table 2.4 Effluent of Improved Wastewater Treatment Facility (Expected value) ........................... 2-8

Table 2.5 Guidance Letter from YCDC ............................................................................................ 2-9

Table 2.6 Construction Cost and O&M Cost of Small Scale Wastewater Treatment Facility ........ 2-10

Table 2.7 Effluent Quality of Johkaso ............................................................................................. 2-11

Table 2.8 Design Flow .................................................................................................................... 2-14

Table 2.9 Design Criteria for Interceptor Sewer ............................................................................. 2-15

Table 2.10 Type of Pump ................................................................................................................ 2-21

Table 2.11 Inspection Items for Diversion Chamber ....................................................................... 2-24

Table 2.12 Inspection & Maintenance Points for Pumping Station ................................................ 2-24

Table 2.13 Evaluation of Dehydration Methods ............................................................................. 2-25

Table 2.14 Project Cost (Interceptor) .............................................................................................. 2-30

Table 2.15 O&M Cost ..................................................................................................................... 2-30

Table 2.16 Implementation Schedule for Construction ................................................................... 2-31

Table 2.17 Composition of Investment Costs ................................................................................. 2-34

Table 2.18 Investment Disbursement Schedule .............................................................................. 2-34

Table 2.19 Operation and Maintenance Costs Summary ................................................................ 2-34

Table 2.20 Estimated Number of Visitors and Economic Impacts .................................................. 2-35

Table 2.21 Cash Flow Table for Economic Analysis of Kandawgyi Lake Water Quality

Improvement .................................................................................................................. 2-37

Table 2.22 Cash Flow Table for Financial Analysis for Kandawgyi Lake Water Quality

Improvement .................................................................................................................. 2-38

Table 2.23 Financial Simulation for Tariff Setting（Wastewater disposal fee from commercial

customers with target FIRR 10%） ............................................................................... 2-39

Table 3.1 Population and Population Densities Projection of C1 Sewerage Zone ............................ 3-1

Table 3.2 Estimation of Wastewater Generation in C1 Sewerage Zone ............................................ 3-3

Table 3.3 Estimation of Population from Outside of C1 Sewerage Zone ......................................... 3-3

Table 3.4 Wastewater Flow from Outside of C1 Sewerage Zone ..................................................... 3-3

Table 3.5 Basis for Facility Design ................................................................................................... 3-5

Table 3.6 Design Criteria for Sewer System ..................................................................................... 3-7


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Table 3.7 Design Flow in C1 Sewerage Zone ................................................................................. 3-16

Table 3.8 Design Water Quality for C1 WWTP .............................................................................. 3-16

Table 3.9 Site Condition for C1 WWTP ......................................................................................... 3-16

Table 3.10 Outline of C1 WWTP Facilities .................................................................................... 3-17

Table 3.11 Design Basis for Mechanical Equipment ...................................................................... 3-23

Table 3.12 Mechanical Equipment for Preliminary Treatment (Grit Chamber) ............................. 3-24

Table 3.13 Mechanical Equipment for Preliminary Treatment (Pumping Station) ......................... 3-24

Table 3.14 Mechanical Equipment in Primary Sedimentation Tank ............................................... 3-25

Table 3.15 Mechanical Equipment for Aeration Tank..................................................................... 3-26

Table 3.16 Mechanical Equipment for Final Sedimentation Tank .................................................. 3-27

Table 3.17 Mechanical Equipment for Disinfection and Reuse Facility ......................................... 3-27

Table 3.18 Mechanical Equipment for Sludge Thickening ............................................................. 3-28

Table 3.19 Mechanical Equipment for Sludge Dewatering ............................................................ 3-28

Table 3.20 Design Parameters of Electrical Facilities ..................................................................... 3-29

Table 3.21 Power Receiving Equipment ......................................................................................... 3-31

Table 3.22 Power Distribution Equipment ...................................................................................... 3-31

Table 3.23 Components of Construction of C1 Sewerage System .................................................. 3-33

Table 3.24 Construction Procedure for C1 Sewerage System......................................................... 3-34

Table 3.25 Maintenance and Inspection Cycle for Sewer System (Example) ................................ 3-39

Table 3.26 Survey Cycle for Sewer System (Example) .................................................................. 3-39

Table 3.27 Cleaning Cycle for Sewer System (Example) ............................................................... 3-39

Table 3.28 Number of O&M Staff for C1 WWTP (Draft) .............................................................. 3-40

Table 3.29 Types and Contents of Operation Records .................................................................... 3-41

Table 3.30 Sensory Inspection ........................................................................................................ 3-41

Table 3.31 Typical Check Items and Frequency of the Pump ......................................................... 3-42

Table 3.32 Typical Examination Items and Frequency of Wastewater Treatment .......................... 3-42

Table 3.33 Typical Examination Items and Frequency for Sludge Treatment ................................ 3-42

Table 4.1 Basis for Facility Design and Components of Construction of C1 Sewerage System ...... 4-1

Table 4.2 Project Cost ....................................................................................................................... 4-3

Table 4.3 Construction Cost .............................................................................................................. 4-3

Table 4.4 Implementation Schedule .................................................................................................. 4-5

Table 4.5 Detailed Implementation Schedule of Selection of Consultant ......................................... 4-5

Table 4.6 Detailed Implementation Schedule of Selection of Contractor ......................................... 4-5

Table 4.7 Detailed Implementation Schedule of Construction Works .............................................. 4-6

Table 4.8 Man-Months for Consulting Service ................................................................................. 4-7

Table 4.9 O&M Cost ......................................................................................................................... 4-8

Table 4.10 Operation Indicators ........................................................................................................ 4-9

Table 4.11 Effect Indicators .............................................................................................................. 4-9


vi

Table 4.12 Organizational Structure, Role and Responsibility ....................................................... 4-10

Table 4.13 Staffing for PMU ........................................................................................................... 4-13

Table 4.14 Information on Local Construction Firms and Local Materials Manufacturing Firms . 4-15

Table 4.15 Procurement Environment of Main Materials and Equipment, and Construction

Machineries .................................................................................................................... 4-17

Table 5.1 Necessary Training Areas for Capacity Development of YCDC ...................................... 5-3

Table 5.2 Activity Targets of Capacity Development ....................................................................... 5-7

Table 6.1 Share of Commercial Demand for Water by Towns .......................................................... 6-1

Table 6.2 C1 Sewerage Zone Wastewater Treatment Volume and Water Demand Forecast by

Customer .......................................................................................................................... 6-2

Table 6.3 Economic/Financial Investment Costs .............................................................................. 6-3

Table 6.4 Investment Schedule by Item ............................................................................................ 6-4

Table 6.5 Salary Assumptions ........................................................................................................... 6-4

Table 6.6 Spare Parts Requirements .................................................................................................. 6-5

Table 6.7 Variable Cost Item Requirement and Unit Cost ................................................................ 6-5

Table 6.8 Economic Cash Flow Table ............................................................................................... 6-8

Table 6.9 Financial Cash Flow Table .............................................................................................. 6-10

Table 6.10 Financial Goals and Required Tariffs ............................................................................ 6-11

Table 6.11 Financial Simulation for Tariff Setting (0% Subsidy) ................................................... 6-12

Table 6.12 Financial Simulation for Tariff Setting (50% Subsidy) ................................................. 6-13

Table 6.13 Water-Borne Disease Patients and Estimated Medical Costs ........................................ 6-16

Table 7.1 Scoping and TOR for Environmental and Social Survey .................................................. 7-2

Table 7.2 Information of Major Road ............................................................................................... 7-5

Table 7.3 Heritage Buildings ............................................................................................................. 7-6

Table 7.4 Number of AIDS Case in Yangon Region ......................................................................... 7-7

Table 7.5 Number of Cases and Death of the Diseases ..................................................................... 7-7

Table 7.6 Noise Level (One hour LAeq (dBA)) ................................................................................. 7-9

Table 7.7 Environmental Evaluation, Mitigation Measures and Cost ............................................. 7-11

Table 7.8 Monitoring Program ........................................................................................................ 7-16

Table 7.9 Scoping and TOR for Environmental and Social Survey ................................................ 7-18

Table 7.10 Prerequisite of Simulation ............................................................................................. 7-22

Table 7.11 Noise Level (One hour LAeq (dBA)) ............................................................................ 7-23

Table 7.12 Environmental Evaluation, Mitigation Measures and Cost ........................................... 7-24

Table 7.13 Monitoring Program ...................................................................................................... 7-28


vii

LIST OF FIGURES

Figure 1.1 Thirteen (13) Sewerage Zones and Six (6) of them to be Served by 2040 ...................... 1-2

Figure 2.1 Kandawgyi Lake Catchment Area ................................................................................... 2-3

Figure 2.2 Layout of Interceptor Sewer ............................................................................................ 2-4

Figure 2.3 Variation of Pollution Load Which Flows into Kandawgyi Lake .................................... 2-5

Figure 2.4 Plan of Improved Wastewater Treatment Facility............................................................ 2-7

Figure 2.5 Plan of Improved Wastewater Treatment Facility............................................................ 2-7

Figure 2.6 Scheme of Small Scale Wastewater Treatment Facility ................................................. 2-10

Figure 2.7 Locations of Outlets for Interception, Discharge Point and Pumping Station ............... 2-15

Figure 2.8 General Layout of Interceptor Sewer Facility ............................................................... 2-17

Figure 2.9 Interceptor Sewer Profile ............................................................................................... 2-18

Figure 2.10 Typical Diversion Chamber ......................................................................................... 2-19

Figure 2.11 Pumping Station ........................................................................................................... 2-20

Figure 2.12 Procedure Outline for Construction of Interceptor Sewer Facility .............................. 2-22

Figure 2.13 Construction Schedule of Interceptor Sewer Facility .................................................. 2-23

Figure 2.14 Site Plan of Drying Bed ............................................................................................... 2-27

Figure 2.15 Work Schedule of Dredging Work ............................................................................... 2-28

Figure 2.16 Most Favorite Parks in Yangon City ............................................................................ 2-32

Figure 2.17 Wastewater Flow Forecast to Kandawgyi Lake ........................................................... 2-33

Figure 2.18 Work schedule of Interceptor Sewer Construction and Dredging ............................... 2-40

Figure 2.19 Change of Pollution Influx (2025) ............................................................................... 2-41

Figure 3.1 Construction Site for C1 WWTP ..................................................................................... 3-6

Figure 3.2 General Layout of Trunk Main in C1 Sewerage Zone ..................................................... 3-8

Figure 3.3 Typical Drawing of Branch Sewer and House Connection in C1 Sewerage Zone .......... 3-9

Figure 3.4 Trunk Main Profile in C1 Sewerage Zone (1/5) ............................................................ 3-10





Figure 3.9 Flow Diagram of C1 WWTP ......................................................................................... 3-15

Figure 3.10 General Layout of C1 WWTP ..................................................................................... 3-19

Figure 3.11 Flow Diagram of C1 WWTP ....................................................................................... 3-20

Figure 3.12 Hydraulic Profile of C1 WWTP .................................................................................. 3-21

Figure 3.13 Wastewater Treatment Plant (WWTP) and 33 kV Underground Cable Route ............ 3-30

Figure 3.14 Construction Schedule for C1 Sewerage System ........................................................ 3-34

Figure 3.15 Wastewater Flow Considering Progress of House Connection in C1 Sewerage Zone 3-35


viii

Figure 3.16 Phased Construction Plan of C1 WWTP ..................................................................... 3-36

Figure 3.17 O&M Flow for Sewer System ..................................................................................... 3-38

Figure 3.18 O&M Flow for WWTP ................................................................................................ 3-40

Figure 4.1 Organizational Arrangement for Project Implementation .............................................. 4-12

Figure 5.1 Concept of Capacity Development .................................................................................. 5-1

Figure 5.2 Capacity Development Mechanism and Methods ........................................................... 5-2

Figure 6.1 Monthly Income Distribution of Yangon Households ..................................................... 6-6

Figure 6.2 Monthly WTP for Water and Sewerage Service .............................................................. 6-7

Figure 6.3 Volumetric WTP for Water and Sewerage Service .......................................................... 6-7

Figure 6.4 Water and Sewerage Tariff in Asian Cities .................................................................... 6-14

Figure 6.5 Progressive Tariff System of Tokyo ............................................................................... 6-15

Figure 7.1 Proposed Expansion Area of WWTP ............................................................................... 7-5

Figure 7.2 Route of Trunk Main and Location of Heritage Buildings .............................................. 7-6

Figure 7.3 Location of Wells ............................................................................................................. 7-8

Figure 7.4 Wind Speed .................................................................................................................... 7-10

Figure 7.5 Proposed Site for Pumping Station ................................................................................ 7-20

Figure 7.6 Road within the Park ..................................................................................................... 7-21

Figure 7.7 Simulation Results of the Water Level of Kandawgyi Lake .......................................... 7-22


ix

LIST OF PHOTO

Photo 3.1 Sule Pagoda, Center of the City ........................................................................................ 3-2

Photo 3.2 YCDC City Hall ............................................................................................................... 3-2

Photo 3.3 Sule Pagoda Road, Traders Hotel ..................................................................................... 3-2

Photo 3.4 Anawrahta Road ............................................................................................................... 3-2

Photo 3.5 Merchant Road .................................................................................................................. 3-2

Photo 3.6 34th Street .......................................................................................................................... 3-2

Photo 3.7 BDS No.1, Pabedan TS ..................................................................................................... 3-4

Photo 3.8 BDS No.2, Kyaktada TS ................................................................................................... 3-4

Photo 3.9 BDS No.3, Botahtaung TS ................................................................................................ 3-4

Photo 3.10 BDS No.4, Pazundaung TS ............................................................................................. 3-4


x

Abbreviation

B/C Benefit per Cost

BDS Back Drainage Space

BOD Biochemical Oxygen Demand

CBD Central Business District

CIP Cast-Iron Pipe

COD Chemical Oxygen Demand

DDA Department of Development Affair

DEWS Department of Engineering (Water Supply Sanitation)

DIP Ductile Iron Pipe

DMA District Metered Area

EC Electrical conductivity

E/N Exchange of Notes

ECC Environment Conservation Committee

F/S Feasibility Study

FC Foreign Currency

FY Fiscal Year

GPCD Gallons Per Capita per Day

HHWL Highest High Water Level

HWL High Water Level

IEE Initial Environmental Examination

IUR Inner Urban Ring

JICA Japan International Cooperation Agency

JICA-HIS JICA Household Interview Survey

Kyat Myanmar Kyat

LPCD (or Lpcd) Liters Per Capita per Day

LWL Low Water Level

M&E Mechanical & Electrical

M/P Master Plan

METI Ministry of Economy, Trade and Industry

MG Million Gallons

MGD Million Gallons per Day

MIP Mingaladon Industrial Park

ML Million Liters

MLD Million Liters per Day

MOAI Ministry of Agriculture and Irrigation

MOECAF Ministry of Environment Conservation and Forestry

MOF Ministry of Forestry

MOFA Ministry of Foreign Affairs

MOU Memorandum of Understanding

MWL Mean Water Level

N/A Not Available

NCEA National Commission for Environmental Affairs

NewSZ New Suburbs Zone


xi

NRW Non Revenue Water

NS Northern Suburbs

O&M Operation & Maintenance

OldSZ Older Suburbs Zone

ORZ Outer Ring Zone

P/S Pumping Station

PPP Public–Private Partnership

PVC Polyvinyl Chloride

R. Reservoir

RC Reinforced Concrete

S/R Service Reservoir

SCADA Supervisory Control And Data Acquisition

SCBD South of CBD

SEA Strategic Environmental Assessment

SEZ Special Economic Zone

SS Suspended Solids

STP Sewage Treatment Plant

TDS Total Dissolved Solids

T-N Total Nitrogen

T-P Total Phosphorus

TS Township

TS Total Solids

US$、USD United States Dollars

VAT Value Added Tax

WTP Water Treatment Plant

WWTP Wastewater Treatment Plant

YCDC Yangon City Development Committee

YCDL Yangon City Development Law

Abbreviation for the Relevant Studies

The Preparatory Study for Urban Development Programme in the Greater Yangon (JICA)

JICA Urban Plan Study, 2012

Household Interview Survey (JICA) 2012 JICA-HIS

Data Collection Survey on Water Resources Potential for Thilawa Special Economic Zone and Adjoining Areas (JICA)

JICA Thilawa Water Study

The Study on Improvement of Water Supply and Wastewater Treatment in Yangon (METI)

METI Water Supply and Sewerage Study

The Study on Improvement of Water Supply System in Yangon City

2002 JICA-M/P


xii

Unit

1 Gallon (British Gallon) = 4.546 liter

1 Acre = 4,047 m2

Foreign Exchange Rate

1 USD = 101.1 JPY

1 Kyat = 0.114 JPY

1 UAD = 885 Kyat

(as of June 2013)


1-1

CHAPTER 1. SUMMARY OF MASTER PLAN AND PROJECT FOR FEASIBITY STUDY

1.1 Summary of Master Plan

A total of 13 sewerage zones in 2040 which is the target year of the planning, has been formulated

taking into consideration urbanization conditions, topography and situation of wastewater-receiving

water bodies. Among 13 sewerage zones, 6 zones were selected as sewerage planning areas and

planning of sewerage facilities was carried out. In the sewerage planning area, 4.21 million persons

which accounts for 49 % of the total 8.52 million persons in YCDC in 2040 was estimated to be

served by sewerage system in 2040. The rest of the population, which is approximately a half of the

total population cannot avail sewerage service. Also, even in the sewerage planning area, it takes a

long time to provide sewerage system. Therefore, improvement of the existing wastewater treatment

systems and/or introduction of new systems is proposed other than provision of sewerage system. In

addition, possibility of adoption of interceptor sewerage system was examined to reduce initial

investment.

Priority of 6 sewerage zones as regards sewerage system provision was evaluated based on progress of

urbanization, physical conditions of the zone and impact on water pollution. As a result, C1 Sewerage

Zone is considered to have the highest priority. Thus, feasibility study was determined to be carried

out for sewerage system in C1 Sewerage Zone.

All 13 sewerage zones and 6 of them for sewerage planning are shown in Table 1.1 and Figure 1.1.

Table 1.1 Sewerage Zones

Source: JICA Study Team

The P

roject for the Improvem

ent of Water Supply, Sew

erage and Drainage System

in Yangon City

Vol VII Sew


Feasibility Study

1-2


Figure 1.1 Thirteen (13) Sewerage Zones and Six (6) of them to be Served by 2040


1-3

Objectives of the feasibility study (FS) include sewerage facilities in C1 sewerage zone. Because C1

sewerage zone is the current sewerage service area, improvements and expansion of the existing

systems are to be studied. The existing sewerage system collects and treats only toilet wastewater

(black water), and gray water is discharged to storm water drain without treatment. In addition

wastewater collecting system is unique so called “ejector system” which was introduced by British in

19th century. Original equipment has been used except for driving system which was changed from

steam engine to electric motor in 1960s. Ejector system was designed based on the design wastewater

flow, 14,775 m3/day and the capacity of the system will be insufficient for the design wastewater flow

in 2040. In addition, force main has been used till now far beyond its useful life time, and inspection

on deterioration of pipe interior and sediments in pipe cannot be carried out. Procurement of spare

parts becomes difficult currently. Taking into account these conditions, entirely new pipe network is to

be planned. As regards house connection, existing pits, which are usually provided as one for black

water and one for gray water for each building are determined to be used from observation. Branch

sewers and manholes to be connected to these pits will be planned and constructed.

On the other hand, civil works of the existing WWTP, which was designed based on extended aeration

process, are determined to be used since the plant has been commissioned recently in 2006, and site

investigation confirmed this. Mechanical equipment will be changed entirely, because useful life time

of them will be expired at expected commissioning of the plant and treatment process will be changed

to conventional activated sludge. Existing structures will be used as much as possible, and expansion

is designed to cover insufficient portion.

In addition to the sewerage system in C1 sewerage zone, water quality improvement of Kandawgyi

Lake which was requested strongly by YCDC is included in FS. Kandawgyi Lake is a valuable

recreation area for citizens of Yangon, which is confirmed in HIS conducted by JICA in 2012.

Eutrophication has been progressing in the lake water because of wastewater from households and

restaurants in the surrounding areas, and blue-green algae are blooming. Dilution of water cannot be

expected even in rainy season, and accumulation of nutrients is progressing. Therefore, to thoroughly

improve water quality in the lake, various measures should be taken systematically. Kandawgyi Lake

and surrounding areas are included in C2 sewerage zone. C2 sewerage zone is included in sewerage

planning area up to 2040, and commissioning of C2+E1 WWTP is planned in 2027. Significant water

quality improvement cannot be expected until the provision of the sewerage system, however,

temporary measures should be taken to prevent further deterioration of water quality in the lake.

Otherwise valuable water resource will be lost. Possible measures, their effects, and costs will be

studied here.


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1.2 Existing System

As mentioned previously, C1 sewerage zone is currently served with sewerage system. Black water is

collected by ejector system and treated at WWTP. Existing sewerage system is described in Section

3.3 of MP. Brief description of the ejector system and WWTP is given in Tables 1.2 and 1.3.

Table 1.2 Outline of Ejector System Item Description

Start of Construction February 1888

Completion March 1890

Planned population 40,000 persons

Planned service area 8 Townships Lanmadaw, Latha,, Panbedan, Kyauktada, Botadaung, Puzondaung (part), Dagon (part), Mingalataungnyunt (part)

Contractor Huges & Lancaster

Manufacturer Shone Hydro-Pneumatic Ejector

Construction cost 2.3 million Rupee (loan from Indian Government)

Length of force main North 5.55 km, South 5.03 km, total 10.58 km

Diameter of force main North, 300 to 1,200 mm, South 300 to 600 mm

Material of force main Cast iron

Ejector station 40, out of which 34 currently in operation

Manhole 2,114


Table 1.3 Outline of Wastewater Treatment Plant

Site area 2.25 ha (5.56 acre)

Start of construction April 2003

Completion January 2005

Design served population 300,000 persons

Design capacity 14,775 m3/day, (3.25MGD)

Construction cost 1.96 million USD, （2,065.7 M Kyat）

Characteristics of wastewater BOD 600 mg/l, SS 700 mg/l (design)

Characteristics of treated effluent BOD 60 mg/l, SS 40 mg/l (design)


Surrounding areas of Kandawgyi Lake are not served with sewerage system, and black water is

infiltrated into ground after treatment by septic tanks or without any treatment, and gray water is

discharged to storm water drains. Large and small size restaurants, and a large hotel exist around the

lake, and wastewater from kitchen and the other facilities is discharged to the lake. Simple treatment

facilities such as oil trap were installed for kitchen wastewater before, new treatment facilities have

been introduced in some restaurants recently in accordance with YCDC guidelines.


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CHAPTER 2. WATER QUALITY IMPROVEMENT OF KANDAWGYI LAKE

2.1 Outline of Kandawgyi Lake and Its Basin

Kandawgyi Lake is located in Bahan Township (T/S). Surface area is 647,489m2 .Surrounding area of

Kandawgyi Lake is developed as park area, and this park is a valuable recreation area for residents of

Yangon.

Kandawgyi Lake was constructed in 1879 as the water source for Yangon City. In 1884, water

transmission facility from Inya Lake (north of Kandawgyi Lake) was constructed to compensate

increasing water demand of Yangon City. However, water quality and capacity of Kandawgyi Lake

became insufficient because of the development of surrounding area of Kandawgyi Lake. Therefore,

after Hlawga Lake was developed as water source, the function of Kandawgyi Lake as water source

was finished in 1904.

Because of the geomorphic characteristics around Kandawgyi Lake, catchment basins are located in

north and east areas of the lake. Discharges from south and west areas of the lake do not flow into

Kandawgyi Lake. Especially, discharge from west area by-passes Kandawgyi Lake, and is discharged

directly to downstream of Kandawgyi Lake.

Therefore, Kandawgyi Lake receives discharges from part of Bahan T/S and Tarmwe T/S. In addition,

restaurants and small cafes on the north – east lakeside area discharge their wastewater into

Kandawgyi Lake.

2.2 Outline of Project

Household Interview Survey (HIS) by JICA in 2012 showed that Kandawgyi Lake and its surrounding

area is a valuable recreation area for Yangon citizens.

However, water quality of Kandawgyi Lake is deteriorated by the inflow of domestic wastewater from

Bahan T/S and Tarmwe T/S, and wastewater discharge from restaurants and cafes around the lake. At

present, Kandawgyi Lake has become eutrophic, and blue-green algae are growing all the year round.

Even in rainy season, extensive lake water exchange of Kandawgyi Lake is not expected, because

Kandawgyi Lake is a closed water body. Therefore, accumulation of nutrients is progressing due to the

inflow of wastewater.


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Therefore, it is necessary to implement comprehensive water quality improvement measures with a

number of ways including interception of wastewater inflow from surrounding catchment area and

commercial facility near the lake.

Kandawgyi Lake and its catchment area are included in C2 sewerage zone. C2 sewerage zone is

included in sewerage system development area up to 2040. However, the priority of development is

assessed to be 3rd priority following C1 sewerage zone as 1st priority and 2nd priority going to W1

sewerage zone. Moreover, implementation plan of Master Plan (MP) proposes that commencement of

WWTP for C2 + E1 should be in 2027.

Development of sewerage is necessary to achieve fundamental water quality improvement of

Kandawgyi Lake. However, implementation of some alternative measure is necessary to prevent

degradation of water quality and landscape of Kandawgyi Lake.

In this section, possible alternative measures for Kandawgyi Lake water quality improvement, i.e.

construction of interceptor sewer, installation of Johkaso, dredging of sediment and water transmission

from Inya Lake are discussed.

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Figure 2.1 Kandawgyi Lake Catchment Area

Catchment Area of Bypass Drain

Catchment Area of Kandawgyi Lake

Kandawgyi Lake


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2.3 Comparison of Water Quality Improvement Measures

In this Section, four (4) water quality improvement measures, i.e. construction of interceptor sewer,

installation of small domestic sewage treatment apparatus (Johkaso), dredging of sediment and water

transmission from Inya Lake are discussed.

2.3.1 Construction of Interceptor Sewer

The interceptor sewer intercepts wastewater discharge from Bahan T/S and Tarmwe T/S, and conveys

it to the existing drain. Wastewater from Bahan T/S and Tarmwe T/S flows into Kandawgyi Lake

through 5 drains (No.1 to No.5, see Figure 2.1). Catchment area and flow of each drain are as follows;

Table 2.1 Drain around Kandawgyi Lake

Drain Bahan T/S Tarmwe T/S

No.1 No.2 No.3 No.4 No.5 Catchment area (ha) 10.8 49 9.7 11.2 6.6 Daily average flow : m3/day (2011) 652 1,799 327 829 488 Estimated daily average flow :m3/day (2025) 768 2,122 386 706 706 Estimated daily average flow :m3/day (2040) 1,008 2,783 507 935 935

Source：JICA study team

Layout of interceptor sewer is shown below. Interceptor sewer is so constructed that it connects outlets

No.1 to No.5, and that wastewater from restaurants around Kandawgyi Lake can be intercepted.

Intercepted wastewater is pumped and discharged in existing drain. Design capacity of interceptor

sewer is equal to dry weather flow (hourly maximum flow). When it rains, combined sewage flow in

excess of hourly maximum flow is discharged into Kandawgyi Lake.


Figure 2.2 Layout of Interceptor Sewer


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Following Figures show changes of pollution load with or without interceptor sewer. In these Figures,

“Interceptor sewer” means domestic wastewater and restaurant wastewater are intercepted by

interceptor sewer and “Discharge into lake” indicates domestic wastewater and restaurant wastewater

are discharged directly into Kandawgyi Lake.


Figure 2.3 Variation of Pollution Load Which Flows into Kandawgyi Lake

If interceptor sewer is not constructed (Discharge into lake), pollution load increases year after year

due to the increase of population in the catchment area. On the other hand, when interceptor sewer is

constructed, large amount of pollution load is intercepted, and pollution load to Kandawgyi Lake

decreases drastically. Especially, large portion of pollution load of Nitrogen and Phosphorus are

reduced. Therefore, interceptor sewer is an effective measure for eutrophication control.

2.3.2 Installation of Small Domestic Wastewater Treatment Apparatus (Johkaso)

(1) Installation of restaurant wastewater treatment facility by YCDC

In Kandawgyi Lake Park area, 8 restaurants, 1 hotel and 20 small café and shops are existing (See next

Table). All of these facilities except 1 restaurant (Karaway Palace) and 1 hotel (Kandawgyi Palace

Hotel) are discharging wastewater into Kandawgyi Lake.


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Table 2.2 Restaurant and Hotel around Kandawgyi Lake

Type Name Water consumption

(m3/day) Wastewater treatment method

and discharge Restaurant Dolphin 23

New water treatment facility instructed by YCDC. Treated water is discharged into Kandawgyi Lake.

Royal Garden 60 Bangkok Kitchen 7 White Rice 3 Signature Garden 11 Western Park Royal 31 Utopia 30

Karaway Palace 64 Septic tank Effluent is discharged into drain.

Hotel Kandawgyi Palace Hotel

12

New water treatment facility instructed by YCDC. Treated water is discharged into drain.

Café, Small store

Total 20 Café and small store

No Data Grease trap, Septic tank or untreated


From September 2012, construction of improved wastewater treatment facility was implemented. This

improved wastewater treatment facility was constructed in 7 restaurants (Dolphin, Royal garden,

Bangkok kitchen, White rice, Signature garden, Western park royal and Utopia) and Kandawgyi

Palace Hotel.

Treatment flow of new wastewater treatment facility is as follows;

Grease trap Sedimentation Up-flow anaerobic filter Chlorination

Depending on wastewater volume, few kinds of wastewater treatment facility were designed. Design

of this wastewater treatment facility was conducted by local private company (WEG: Water

engineering group). Construction of this improved wastewater treatment facility was implemented

under the instruction and supervision of YCDC. Construction was commenced in September, 2012,

and operation was commenced in March, 2013. Construction cost of this facility was borne by each

restaurant. No subsidy was given for this project.


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Structure of improved wastewater treatment facility is shown below (Figure 2.4 and 2.5);

Source：JICA Study Team

Figure 2.4 Plan of Improved Wastewater Treatment Facility

(Grease trap Sedimentation Up-flow anaerobic filter Chlorination)


Figure 2.5 Plan of Improved Wastewater Treatment Facility

(Additional facility to Septic tank: Up-flow anaerobic filter + Chlorination tank)

Grease trap Sedimentation tank

Up-flow anaerobic filter

Chlorination tank

Wastewater inlet

Effluent outlet

Inlet from Septic tank

Effluent outlet

Up-flow anaerobic filter

Chlorination tank


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Actual performance of these improved water treatment facilities is not clear, because water quality

analysis of effluent is not completed (1st water quality test is planned in January, 2014). Using

published data, water treatment ability (pollutant removal ratio) of conventional septic tank and

improved wastewater treatment facility (Septic tank + up-flow anaerobic filter) are compared.

Table 2.3 Removal of COD, BOD, TSS, T-N and T-P

Wastewater treatment facility Removal ratio (%)

COD BOD TSS T-N T-P Conventional septic tank 66.9 57.4 79.3 Not removed Not removed Improved wastewater treatment facility

51-86 59-74 66-90 24 30


For the improved wastewater treatment facility, removal of T-N and T-P is expected slightly (about 20

to 30 %). Expected restaurant wastewater (effluent) characteristics using this data are shown below;

Table 2.4 Effluent of Improved Wastewater Treatment Facility (Expected value)

Item Actual wastewater effluent of restaurant (Average)

Improved wastewater treatment facility

BOD 414 mg/L 139 mg/L COD 796 mg/L 251 mg/L T-N 37 mg/L 28 mg/L T-P 3.6 mg/L 2.5 mg/L

Source：JICA Study team

YCDC issued guidance letter to restaurant to do an applicable operation/maintenance of improved

wastewater treatment facility (see below).


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Table 2.5 Guidance Letter from YCDC

Source: DEWS, YCDC

In addition, YCDC plans periodical inspection of improved wastewater treatment facility. Frequency

and inspection item are as follows;

Visual inspection

Every 3 months

Water quality test

Test item: pH, BOD, CODcr, SS

Frequency: On construction completion (1 time). After that, 1 time / year (in every January)

Note: 1st annual water quality test will be done in January 2014.

As of September 2013, water quality test (at the time of construction completion) and visual inspection

(March, June and September) were conducted by YCDC. From the results of visual inspection,

Operation/Management procedure of

Kitchen wastewater treatment facility

Purpose of kitchen wastewater treatment facility is to protect water quality of

Kandawgyi Lake. Following articles are necessary operation / management procedure

to maintain function of Kitchen wastewater treatment facility.

1. Avoid inflow of solid waste, bush, plastic and other waste into grease trap.

Install trap (net) on the inflow port of grease trap. Trap (net) should be cleaned

every day.

2. Separated grease in grease trap should be removed every day or every other

day. This operation is most important procedure to keep performance of this

treatment facility.

3. Deposited sludge of grease trap and sedimentation tank should be withdrawn

using vacuum truck every 3 or 6 month.

4. Grease trap and sedimentation tank should be washed annually with clean

water.

5. Up-flow anaerobic filter should be backwashed every 6 months or any period.

YCDC advices that implementation of above mentioned operation and maintenance

procedure maintain performance of Kitchen wastewater treatment facility.


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characteristics of effluent from Restaurant A which often cleans grease trap are considered to be

satisfactory. YCDC instructs restaurants which do not clean grease trap to improve the maintenance by

cleaning of grease trap and sedimentation tank more frequently. Water quality test results are not made

public.

Table 2.6 Construction Cost and O&M Cost of Small Scale Wastewater Treatment Facility Restaurant Capacity of

treatment facility Construction cost (USD)

Maintenance Maintenance cost (USD/Month)

Restaurant A Capacity: 150 to 200 persons

10,000 Cleaning of grease trap and sedimentation tank (Every month)

100

Restaurant B No information 8,000 No information No information

Restaurant C 40ft x 9ft x 8 ft (Overall dimension)

8,000 Cleaning of grease trap and sedimentation tank (Every half year)

No information


For small scale café and shops, YCDC is considering installation of small scale wastewater treatment

facility. This small grease trap is designed by WEG. Scheme of this small scale wastewater treatment

facility is shown below;


Figure 2.6 Scheme of Small Scale Wastewater Treatment Facility

Similar to the improvement wastewater treatment facility for restaurant, YCDC plans that installation

and maintenance cost are to be borne by each small scale café and shops. Installation of this treatment

facility is expected to be implemented from November 2013.

(2) Installation of small domestic sewage treatment apparatus (Johkaso)

Installation of Johkaso for each restaurant is one of the alternatives for improvement of water quality

in Kandawgyi Lake. Following Table shows characteristics of effluent of commonly used Johkaso in

Japan.

Inflow

Grease trap Settling tank

Effluent


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Table 2.7 Effluent Quality of Johkaso

Item BOD

removal type BOD and N/P removal type

Restaurant effluent (actual, average)

BOD 20mg/L 10mg/L 414mg/L

T-N --- 20mg/L 37mg/L

T-P --- 1mg/L 3.6mg/L


BOD and N/P removal type Johkaso can reduce BOD and N/P drastically. However, following issues

need to be considered to utilize Johkaso as a measure for water quality improvement in Kandawgyi

Lake.

- Price of Johkaso is very high (for BOD and N/P removal type: 120 million -300 million

Kyats/Johkaso）

- Back up electricity supply source (e.g. generator) in case of power supply failure is necessary

- Periodical maintenance by trained engineer is necessary

Installation of Johkaso poses large cost burden to user (restaurant). Therefore, when Johkaso is

selected as the water quality improvement measure, provision of subsidy and ensuring of financial

resource are necessary.

2.3.3 Dredging of Sediment

Dredging and removal of nutrients in sediment is to be implemented as the remedial measures of

eutrophied lake. For the implementation of dredging, sludge dehydrates method and disposal method

have to be considered.

2.3.4 Water Transmission from Inya Lake

Lake water exchange is considered as one of countermeasures against blue-green algae growth. One of

the methods is to exchange water in a short time within the generation cycle of blue-green algae (about

3 days), and inhibit reproduction of blue-green algae.

For Kandawgyi Lake, following investigation was carried out;

(1) Water transmission from Inya Lake

In 1884, water transmission pipeline from Inya Lake was constructed. Specification of transmission

pipeline is as follows;


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- Diameter：75 cm

- Length of pipeline：About 4 km

- Material of pipe：Cast iron

- Capacity of pipeline：3.63 MGD

At present, this transmission pipeline is used only for 2 weeks in a year during water festival. However,

maintenance of this pipeline is not done appropriately, actual condition and water transmission

capacity are not clear.

Approximate time required to exchange Kandawgyi Lake is calculated as below;

Water volume of Kandawgyi Lake: 1,618,743 m3

Water transmission capacity: 3.63 MGD = 16,502 m3/day

Therefore,

1,618,743 m3 / 16,502 m3/day = 98.1 day

When Inya Lake water transmission pipeline is used for water exchange of Kandawgyi Lake,

necessary time is 98.1 days. Therefore, capacity of transmission pipeline is insufficient to inhibit

reproduction of blue-green algae.

(2) Necessary water transmission volume to inhibit reproduction of blue-green algae

For Kandawgyi Lake, necessary water transmission volume to inhibit reproduction of blue-green algae

is calculated as follows;

Water volume of Kandawgyi Lake: 1,618,743 m3

Time needed for water exchange: 3 days

Therefore;

1,618,743m3 / 3 days = 539,581 m3/day = 119 MGD

Therefore, necessary water transmission volume to inhibit reproduction of blue-green algae of

Kandawgyi Lake is estimated to be 539,581 m3/day (119 MGD).

Thus, this alternative is not practical because of the difficulty of construction of water transmission

facility with 119 MGD capacity and securement of water source.


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2.3.5 Conclusion

In this section, construction of interceptor sewer, installation of Johkaso, dredging of sediment and

water transmission from Inya Lake was considered. Among these alternatives, installation of Johkaso

and water transmission from Inya Lake pose following problems;

Installation of Johkaso

- Johkaso is very expensive (for BOD and N/P removal type: 120 million -300 million

Kyats/Johkaso）

- Backup power supply source in case of electricity failure (e.g. generator) is necessary

- Periodical maintenance by trained engineer is necessary

- Establishment of subsidy system and securement of financial resource are necessary

Water transmission from Inya Lake

- Water transmission with 119 MGD capacity is necessary to inhibit reproduction of

blue-green algae

- Difficulty in construction of water transmission facility for119 MGD

- Difficulty in securement of water source

On the contrary, interceptor sewer and dredging have following features;

Interceptor sewer

- Small diameter and shallow covering depth

- Construction cost is lower than usual sewer construction

- Construction period is shorter than usual sewer construction

Dredging

- Commonly used construction machinery (backhoe, raft) can be utilized

- Purchasing of new dredging equipment is not necessary

- Implementation cost is small

Considering the above, detail on interceptor sewer and dredging are studied further in the following

section.


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2.4 Design Condition of Interceptor Sewer

2.4.1 Design Condition

Design conditions of interceptor sewer facility are as follows.

(1) Target facility to be intercepted

Existing drainage channels which discharges wastewater into Kandawgyi Lake are the target of

interceptor sewer system. Based on the site survey of existing drains, five (5) drainage channels are

selected.

(2) Design flow

Since the interceptor facility will be converted to sewerage system network in future, the facilities are

designed by wastewater flow planned in master plan for 2040.

The design flow is shown below.

Table 2.8 Design Flow


(3) Discharge point

Collected wastewater flows into pumping station and is sent to discharge point by pressure pipe. The

discharge point should be selected carefully because it has an effect on operation cost of pumping

station and untreated wastewater has to be received safely.

The discharge point has been selected considering the following points upon confirmation with

YCDC.

Length of pressure pipe (To be close to pumping station)

Current condition of inundation problem near the discharge point (To prevent overflow of

untreated wastewater)

Width of road and traffic condition of the route for pressure pipe (For easy construction and

O&M)

The pumping station is planned in Kandawgyi Lake area. Since the area is owned by YCDC, it is easy

to acquire necessary land for pumping station.

Locations of target outlets for interception, discharge point and pumping station are shown in Figure

2.7.

10.8 48.5 9.7 Bahan T.S. (80.29 m3/day/ha)

11.2 6.6 Tarmwe T.S. (227.26 m3/day/ha)Design Flow 867 3,894 779 2,545 1,500

Total (m3/day) Hourly Maximum in 2040

Catchment Area (ha)

Outlet No.2 Outlet No.3Items Outlet No.1

9,585

RemarksOutlet No.4 Outlet No.5


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Figure 2.7 Locations of Outlets for Interception, Discharge Point and Pumping Station

(4) Design criteria

Design criteria for the facilities are shown below.

Table 2.9 Design Criteria for Interceptor Sewer Items Adoption Remarks

(1) Target Year 2040 Matching with Master plan of Sewerage system

(2) Capacity Calculation

Manning Formula

2

1

3

21IR

nv

Where, V: flow velocity (m/s) N: Roughness Coefficient (-)R: Hydraulic Radius (m) I: Gradient(-)

Pressure pipe loss is calculated by Hazen-Williams formula

(3) Flow Velocity Minimum: 0.6 m/s Maximum: 3.0 m/s

(4) Minimum Diameter 150mm (5) Minimum Earth Covering 1.5m Depends on the structure of diversion

chamber (6) Interval of Manhole 75m Assumed pipe dia; less than 600mm



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2.4.2 Facility Design

Outline of facility design is summarized below.

(1) Interceptor sewer and diversion chamber

Interceptor sewer is planned based on gravity system connecting with each outlet and installed along

the lakeside road which makes the route of interceptor sewer shortest in length. Interceptor sewer from

Outlet No.1 to No.2 only is installed inside the lake area for easy construction and O&M. Diameter of

Interceptor sewer is 250 to 600 mm. Material of pipe is HDPE which is easy to procure and to use for

construction in Myanmar.

Diversion chamber is constructed in front of outlet to Kandawgyi Lake. Invert level of interceptor

sewer is set under 30 cm from existing drainage invert level to intercept wastewater efficiently.

Sedimentation pit and manual screen are designed in diversion chamber to prevent pipe clogging due

to rubbish and sediments. An overflow weir or a flap gate is also designed in diversion chamber to

prevent back water from Kandawgyi Lake. Frame for stop log plate is set to control interceptor

volume especially during rainy season.

(2) Pumping Station

Simple type pumping station with submersible pump is designed taking into consideration capacity

scale, easy operation and economic efficiency. Equipment in pumping station includes flow meter,

screen for rubbish and hoist for rubbish and equipment for effective operation and generator is

installed as emergency power supply in case of power failure. For enhancing of reliability, two pumps

are operated regularly. One stand-by pump, which has capacity of pumping daily maximum flow, is

also installed as back up for regular pumping even when there is trouble in other pumps.

Design drawings of interceptor sewer are shown in Figures 2.8 to 2.11.

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Figure 2.8 General Layout of Interceptor Sewer Facility Source: JICA Study Team

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Figure 2.9 Interceptor Sewer Profile Source: JICA Study Team

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Figure 2.10 Typical Diversion Chamber Source: JICA Study Team

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Figure 2.11 Pumping Station Source: JICA Study Team


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(3) Mechanical equipment

Type of pump

Submersible non-clog pump is adopted for the pumping station for easy operation and maintenance.

Pump pit is designed for all three pumps including one standby considering the reason below.

Reasonable cost due to compactness of pumping station, though sewage flow is large.

In the worst case scenario, if one standby pump and one duty pump are out of order, fifty

percent of sewer flow can be lifted.

However, adequate maintenance work is necessary.

List of major mechanical equipment is shown in the following table.

Table 2.10 Type of Pump

Item Specification Unit

Sewage Lift Pump Submersible non - clog type

3.4 m3/min x 37 kW

3 units

Including 1 standby


Installation of basket at inlet sewer mouth

Installation of basket is recommended at inlet sewer mouth of the proposed pumping station in order to

protect submersible pumps from clogging by garbage and large solids.

(4) Electrical equipment

Considering the plant load and the location (near the restaurant “White Rice”), the electrical power

should be branched from the existing 6.6 kV overhead line nearby. YESB said that the 6.6 kV line is

connected to Japanese Embassy and other important facilities and no planned shut-down will be

expected.

2.4.3 Construction Plan

Outline of construction plan for interceptor sewer facility is summarized below.

(1) Target Facilities

Interceptor Sewer: Dia. 250 mm（L=785.4 m）, Dia. 450 mm（L=821.4 m）, Dia. 600mm

（L=107.5 m）

Discharge Pipe: Dia. 300 mm L=819.0 m

Diversion Chamber: 5 Nos.

Pumping Station: 1 Nos.


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(2) Basic policy and procedure

Construction of interceptor sewer facility except pumping station is conducted on public road. It is

important to keep construction site safe for prevention of construction trouble and public hazard.

Construction of diversion chamber includes modification of existing drainage channel. Therefore,

construction schedule have to be so managed that the work may be carried out in dry season.

Since construction sites are in public road or flat land area, pre-construction work, such as land

reclamation and temporary access road, is unnecessary. Construction work for facilities can start

immediately after commencement.

Outline procedure of construction is shown below.

Preparatory Work ＞Site investigation, Topo/Soil survey

Earth/Temporary Work ＞Excavation, Retaining wall

Foundation Work ＞Gravel, Leveling concrete

Structural Work ＞Pipe Installation ＞Civil/Architecture Work ＞Mechanical/Electrical Work

Backfilling Work ＞Removal of retaining wall, Clean-up of site

Completion ＞Commissioning, Turn over Source: JICA Study Team

Figure 2.12 Procedure Outline for Construction of Interceptor Sewer Facility

(3) Construction Schedule

Construction schedule is summarized below. It is assumed that pre-construction stage such as detailed

design and tendering will be completed by 2014 and construction work will start in 2014.


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Construction Work 2014（Assumption） 2015 Remarks

1. Preparatory Work

2. Interceptor Sewer

3. Discharge Pipe

4. Diversion Chamber Except Rainy Season

5. Pumping Station

6. Commissioning

7. Start of Operation


Figure 2.13 Construction Schedule of Interceptor Sewer Facility

2.4.4 Operation and Maintenance Plan

After starting operation of interceptor sewer facility, it is important to conduct 1)

maintenance/inspections, 2) cleaning/dredging and 3) repair/rehabilitation (if necessary) for sewer and

diversion chamber adequately. Additionally, pumping station requires operation control and periodical

maintenance of equipment.

Daily maintenance and inspection work required for each facility is summarized below.

(1) Interceptor sewer

Daily maintenance and inspection work for sewer is very important for proper working of interceptor

system. Main check points in daily maintenance and inspection are as follows.

Condition of sewage flow and sediments

Subsidence and cracks of road surface

Breakage, crack, and invasion of tree root

Infiltration of groundwater

Miss connection of storm water

Illegal wastewater discharge, generation of hydrogen sulfide

Inspection work is conducted through visual survey from manhole periodically. If some troubles are

found, cleaning, repair or rehabilitation work should be carried out immediately.

(2) Diversion Chamber

Diversion chamber is key facility for interceptor system and any trouble in diversion chamber will

directly affect the water quality of Kandawgyi Lake. Periodical inspection of diversion chamber is

required to keep it in right condition even in rainy season. If some troubles are found, cleaning, repair

or rehabilitation work should be carried out immediately. In Yangon city, water level in diversion

chamber in dry season and rainy season is quite different because of varied precipitation. In case water

level in diversion chamber rises up in rainy season, wastewater volume intercepted will increase


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several times of design flow. Flexible operation depending on season, weather and so on is required

through flow control by stop log plate, etc.

Inspection items are shown in following table.

Table 2.11 Inspection Items for Diversion Chamber

Category Check Points

Condition of wastewater flow ① Water level of interceptor sewer ② Wastewater discharge to outfall in dry weather ③ Water level of outfall and top level of weir ④ Rubbish and scum on screen

Condition of structure ① Damage and troubles of weir, flap gate and stop log plate ② Failure of flap gate and stop log

Source: Operation and Maintenance Guideline for Sewerage, Japan Sewage Works Association

(3) Pumping Station

Pumping station is essential facility for interceptor system and trouble in pumping station directly lead

to breakdown of the whole system. Pumping station should be operated under adequate condition at all

times understanding mechanism, specification and characteristics of pumps. It is important to find

troubles as early as possible by thorough implementation of inspection and maintenance. To continue

inadequate operation with troubles will cause an increase in operation cost and breakdown of the

whole system finally.

Main inspection and maintenance points for pumping station are shown in following table.

Table 2.12 Inspection & Maintenance Points for Pumping Station Items Inspection and Maintenance

(1) Regular Inspection Inspection and record of 1) condition of pump, 2) situation of oil grease, scum and sediments in pump pit Cleaning for screen, water level switches etc.

(2) Periodical Inspection

Pulling-up pumps Lubrication, calibration and detailed inspection of equipment <Reference> 1time per 1year

(3) Overhaul Implementation of programmed overhaul by economical comparison with replacement <Reference> once per 3-5years

(4) Cleaning High pressure or vacuum cleaning for removal of sediments, scum and oil grease <Reference> once per 1year

Source: Operation and Maintenance Guideline for Sewerage, Japan Sewage Works Association


2-25

2.5 Dredging

2.5.1 Basis for Planning

(1) Estimated sediment volume

Estimated sediment volume of Kandawgyi Lake is calculated as follows;

Surface area of Kandawgyi Lake: 647,497m2 × Estimated thickness of sediment: 50cm

= 323,749m3

(2) Dehydration of sediment

Dredged sediment is dumped in adequate dumping site after dehydration. Comparative evaluation of

dehydration method is shown below.

Table 2.13 Evaluation of Dehydration Methods Dehydration method Evaluation

Drying bed Applicable - Extensive site is required - Procurement of specific equipment (dewatering equipment, dryer,

generator, etc.) is not necessary - Supply of electricity and fuel is not necessary - Special technique is not employed. Therefore, specific training for

workers is not necessary - Operation cost can be reduced

Mechanical dehydration

Not applicable - Procurement of dewatering equipment is necessary - Installation of dewatering equipment and its ancillary facilities (feeder

wire and panel, control apparatus, generator, etc.) is necessary - Supply of electric power and fuel is necessary - Specific training for dewatering equipment operator is necessary

Mechanical dehydration and drying

Not applicable - Procurement of dewatering equipment and dryer is necessary - Installation of dewatering equipment and drier, and their ancillary

facilities (feeder wire and panel, control apparatus, generator, etc.) is necessary

- Supply of electric power and fuel is necessary - Specific training for dewatering equipment and drier operator is

necessary Source: JICA Study Team

In rainy season, operating efficiency of drying bed technique is reduced considerably. Therefore,

operation period of drying bed technique is limited within dry season. However, drying bed technic

has following advantages.

- Procurement of specific equipment (dewatering equipment, dryer, generator, etc.) is not

necessary

- Operation cost can be reduced

- Specific training for workers is not necessary


2-26

Therefore, solar drying technique enable prompt launch of dredging work and can reduce initial

investment. From these reasons, drying bed technique is suitable technique for this project.

2.5.2 Dredging Work Using YCDC Dredging Equipment

YCDC already owns pump dredging equipment. Estimated work schedule utilizing YCDC dredging

equipment and drying bed technique is mentioned in this clause.

(1) Capacity of dredging pump

Capacity of dredging pump is as follows;

- Pump capacity: 140-170m3/hour

- Pump head: 20-28m

(2) Necessary operation period

Daily amount of dredging sediment

Pump capacity: 140m3/hour

Operating time: 6 hour /day

i.e. amount of dredging sediment / day is;

Pump capacity: 140m3/hour × Operating time: 6 hour /day

＝840m3/day

Required dimensions of drying bed

Daily amount of dredging sediment：840m3/day

Depth of drying bed is 0.6m. Therefore, required dimension of drying bed for one-day operation is;

840m3/day / 0.6m = 1,400m2 (approx. 37m×37m)

Estimated time of drying is 14 days. Therefore, 15 solar drying beds are necessary to operate dredging

and drying work continuously.

Dredging and drying work cycle

Dredging Drying Carrying out of dried sediment


2-27

When 15 drying beds are installed, this cycle completes in about 1 month.

Layout of drying bed site with 15 draying beds is shown below.

Required site area is 154 m × 160 m. Estimated processing ability of 1 dredging and drying work cycle

(i.e. processing ability / month) with this drying bed site is 12,600m3 (including water).

Total amount of sludge in Kandawgyi Lake is estimated to be 323,749m3. Therefore, total work period

is estimated 26 work cycles (26 months). Operation period of drying bed is limited within dry season

(from November to May, about 6 months). Therefore, 5 years of operation period is required to

complete dredging work in Kandawgyi Lake.

Estimation of operation and construction costs of this dredging work is as follows;

- Operation cost of YCDC dredging equipment (Fuel cost): 884,797 USD

- Construction cost of drying bed: 5,996,000 USD


Figure 2.14 Site Plan of Drying Bed

The P




in Yangon City

Vol VII Sew


Feasibility Study

2-28

Oct.

Nov.

Dec.

Jan.

Feb.

Mar.

Apr.

May

Jun.

Jul.

Aug.

Sep.

Oct.

Nov.

Dec.

Jan.

Feb.

Mar.

Apr.

May

Jun.

Jul.

Aug.

Sep.

Oct.

Nov.

Dec.

Jan.

Feb.

Mar.

Apr.

May

Jun.

Jul.

Aug.

Sep.

Oct.

Nov.

Dec.

Jan.

Feb.

Mar.

Apr.

May

Jun.

Jul.

Aug.

Sep.

Oct.

Nov.

Dec.

Year 4 Year 5

Dredging

Dehydration

Year 1 Year 2 Year 3


Figure 2.15 Work Schedule of Dredging Work


2-29

2.6 Cost Estimation and Implementation Schedule

2.6.1 Condition of Cost Estimation

This Project is assumed not to implement as loan Project from the view of its urgency and its

Project scale and it is assumed to be implemented by Myanmar’s budget.

The project cost comprises construction cost, consulting cost and contingency (physical).

The project cost is composed of the local currency potion (L.C.) and foreign currency portion

(F.C.).

Consulting cost is considered as 7.0 percent of total of construction cost.

Physical contingency is considered as 10.0 percent of total of construction cost and consulting

cost.

The base period of cost estimation is June in 2013 and the exchange rate considered is 1

Kyat=0.114 Yen, 1 USD=101.1 Yen and 1USD=885 Kyat.

2.6.2 Condition of Construction Cost

It is possible to procure civil and building material, labour and construction machine within the

country and the procurement in local country is set as basic policy for project cost estimation.

The mechanical and electrical equipment is basically procured from overseas including third

country; such as European Union (EU) etc. The equipment will be procured with consideration of

quality, performance, economical efficiency and O&M, etc.

The local contractors have enough experiences and ability for normal civil engineering work. On

the other hand, they are not experienced in the specialized project regarding water supply and

sewerage. However, Japanese experts and foreign experts are staffed in implementation system of

the Project and construction is conducted by the local contractor.

The local contractors are not experienced in the construction methods of pipe jacking and shield.

The unit cost of these construction methods is collected from Thailand where many contractors

have relevant experiences.

The construction plan is established upon the considerations of local natural condition

(topographic aspects, geotechnical condition and meteorological condition) and

legislation/custom.

2.6.3 Estimation of Project Cost

Non-disclosure Information


2-30

Table 2.14 Project Cost (Interceptor)

2.6.4 Estimation of O&M Cost

The required cost for operation and maintenance of the proposed facilities for interceptor is shown in

the following table. The O&M cost comprises labour cost, electrical cost, maintenance cost and

cleaning cost for interceptor. The annual total cost of operation and maintenance is approximately 17.6

thousand USD (1.8 million JPY).

Table 2.15 O&M Cost

Items Amount

(thousand USD/Year)

Labour cost 1.1

Electrical cost 11.6

Maintenance cost 4.3

Cleaning cost for interceptor 0.3

Others 0.3

Total 17.6




2-31

2.6.5 Implementation Schedule of the Project

The construction schedule is planned by accumulation of the required period for each process and it is

shown in Table 2.16. The total implementation period of the Project is assumed as 14 months.

Table 2.16 Implementation Schedule for Construction

1st Year 2nd Year

Kandawgyi Interceptor

Interceptor

Discharge Pipe

Diversion Chamber

Pumping Station

Handing over


2.7 Project Evaluation

2.7.1 Project Outline

(1) Significance of Kandawgyi Lake

Kandawgyi Lake is one of the most popular places of the citizens of Yangon. Inside the park, there are

seven restaurants with proper buildings, one five star hotel and around 30 open air cafes that the

visitors can freely visit. In addition, there are souvenir shops and plant pot shops. The visitors to the

park include dating couples, joggers, and casual strollers. The Japanese Embassy, high end restaurants

and other institutions in the surrounding areas comprise the primary location in the city. Figure 2.15

shows ranking of the parks in the city. The JICA Study Team on “Project for the Strategic Urban

Development Plan of the Greater Yangon” had undertaken 10,000 sample household interview survey,

which included one question, “Which park do you like the most in Yangon?” By far the majority,

31% of the respondents, favored Kandawgyi Lake as their most favorite lake, indicating the

importance of the lake for the Yangon residents.

On the practical side, originally the lake was developed as the raw water source for water supply to the

city. Now the water is only used as a water source for Water Festivals held annually. During the

festival in April, the whole city turns into a game of indiscriminately water bashing on anyone on the

street. However, there is a widespread concern over the use of Kandawgyi Lake water during the

festival for hygienic reasons.

At the time of a large fire, the water in the lake serves as firefighting water to be carried by tank-lorries.


2-32

Myanmar is located in an active seismic zone. YCDC is planning to prepare the lake water for

emergency water supply source in case of the distribution system breakdown in case of such

emergencies. Thus, it is important to improve the lake water quality to be ready for emergency uses.

Source: 2012 JICA-HIS

Figure 2.16 Most Favorite Parks in Yangon City

(2) Wastewater Volumes

There are two townships in the north whose wastewater flows into the lake. These townships are

Bahan and Tarmwe. Toilet water is treated by septic tanks and only other wastewater from baths,

showers, kitchen generated by households and restaurants are discharged into the lake.

Hydrological topography indicates a total 86.8 ha of discharge area to the lake in the north comprised

of 69 ha of Bahan (8% of the township area) and 17.8ha of Tarmwe (4% of the township area). The

total wastewater generation forecast based on water demands by the townships is shown in Figure

2.16.


2-33


Figure 2.17 Wastewater Flow Forecast to Kandawgyi Lake

Commercial water demand comprises 28% of the total township water demand in Bahan and 11% in

Tarmwe.

According to the construction schedule, the earliest starting year is 2015 when the wastewater

generation is estimated as 3827m3/day.

(3) Investment

As shown in Table 2.17, the investment is composed of interceptor, diversion chamber, pumping

station and engineering charges. It is assumed that for each investment, the contingency will add 5% to

the total investment, whereas administration costs another 5%, commercial tax 10%, and import duty

5%. Commercial tax and import duty are not actually costs but the transfer of the money from one

party to another within the same national economy. These transfer items do not count as costs in

economic analysis but only in financial analysis. Furthermore neither economic nor financial analysis

includes price escalations into the costs as they only represent nominal and not real changes in values.

0

1,000

2,000

3,000

4,000

5,000

6,000

7,000 2011

2012

2013

2014

2015

2016

2017

2018

2019

2020

2021

2022

2023

2024

2025

2026

2027

2028

2029

2030

2031

2032

2033

2034

2035

2036

2037

2038

2039

2040

m3/day

Year

Kandawgyi Lake Sewage Inflow Forecast Daily Average (m3/day)

Total

Commercial


2-34

Table 2.17 Composition of Investment Costs

Works involved in the construction of the project for Kandawgyi wastewater diversion are small and

simple. Therefore the whole process from engineering to construction should not require more than

two years. Table 2.18 shows the disbursement schedule for the project.

Table 2.18 Investment Disbursement Schedule

Year Interceptor Diversion Channel

Pumping Station Engineering

2014 40% 20% 30% 40%

2015 60% 80% 70% 60%


It is presumed that electrical and mechanical equipment would require 15% of replacement investment

every 15 year after the completion of the project.

(4) Operation and Maintenance Costs

Table 2.19 shows the summary of the operation and maintenance costs for the interceptor system for

wastewater diversion.

Table 2.19 Operation and Maintenance Costs Summary

Quantity Unit Price Unit Cost Unit

Salary 1 common worker 1,116 USD/Year 1,116 USD/Year

Spare Parts 269,000 initial

investment 1.60% percentage 4,304

USD/Year

Electricity 0.12 kWh/m3 0.04 USD/kWh 0.0048 USD/m3 Pipe Cleaning and Other Costs

1 Set

600 USD/Year




2-35

2.7.2 Economic Analysis

(1) Economy of Kandawgyi Lake

Table 2.20 shows the current economic activities and estimated revenues within the park of the

Kandawgyi Lake. The estimates are based on the information collected by interviewing the managers

of the major business entities on the lake.

The visitors to the park need to pay for entrance. The customers to the hotel and restaurants can enjoy

the lake environment without entrance fee. The total estimated expenditure by these visitors is 1.3

billion Kyat (approximately USD 15 million) per year. The estimate does not include the economic

activities that take place in the vicinity of the lake. Thus the total economic domain of the lake is quite

large. Even 10% influence to the estimated economic values would equal to the required investment

for the project.

Table 2.20 Estimated Number of Visitors and Economic Impacts

Category Number of

Visitors (No/day)

Unit Expenditure

(Kyat)

Value (Kyat/day)

Value (Million Kyat/Year)

Park Visitors 2000 300 600,000 219

（Café Visitors） (800) 2000 1,600,000 584

Restaurants 1300 5000 6,500,000 2,373

Hotel 200 140000 28,000,000 10,220

total 3500 36,700,000 13,396


(2) Economic Benefit Survey

As described above, there is a large economic value associated to the lake environment. Improvements

in lake water quality will increase the number of visitors and customers to commercial facilities and

generate higher profits. However, it is not possible to quantify the value to be generated by the

improvements in water quality by the project due to existence of multiple factors to the valuation of

lake environment by the visitor with a large degree of uncertainties. Therefore, the methodology

adopted for economic analysis is to inquire the valuation directly to the actual visitors.

A team of interviewers were engaged during June 3 through 7 to ask the perception of the lake

environment and willingness-to-pay for the improvement of the lake water quality. The interviewer

asked one page questionnaire by stopping the visitors on the pedestrian trails within the park

（Appendix F.1）. Appendix F.2 shows the summary of the interview survey. The overall statistics

show that the average willingness-to-pay by the visitor is 296 Kyat，（Approximately 300Kyat）. This

value is adopted as the average economic benefit for the project by visitors to the lake.


2-36

(3) Economic Analysis

The visitor to the lake in 2015 after the completion of the project is assumed to be 3500 visitors per

day as is the case at present. However, due to the mid-year completion date, the annual visitors will be

halved. Thereafter the number of visitors is assumed to increase at 2% per year. The economic benefit

per visitor is assumed to be 300 Kyat, regardless of type of visitors. Those who stay at the lakeside

hotel spend prolonged hours and are willing to pay a much higher premium to the improvement.

However, taking the lower value indicated by the interview survey conforms to the conservativeness

principle of economic analysis.

The project period is assumed as 40 years after the completion of the project. Table 2.21 shows the

cash flows for economic analysis to derive an economic return on investment. The Economic Internal

Rate of Return, EIRR, is 18% according to the cash flow. The result indicates a good economic

viability of the project.


2-37

Table 2.21 Cash Flow Table for Economic Analysis of Kandawgyi Lake Water Quality

Improvement

2.7.3 Financial Analysis

Given the fact that there is no tariff for sewerage service in Yangon, it requires thorough discussion

among stakeholders whether it is possible to collect some kind of tariff from the residents or entities

who discharge wastewater into the lake. The proposed project does not treat the wastewater but only

divert it from the lake. Nevertheless, the project will reduce the pollution in the lake that is so close to

the heart of the citizens. For financial analysis, the tariff is set at USD 0.02/m3 to the residents that are

currently discharging wastewater into the lake. Table 2.22 shows the financial cash flow developed

based on the assumptions of the tariff imposed on the discharge basin customers. The financial return

on investment (FIRR) is 1.6%. The return is marginally positive on the investment. Therefore, the



2-38

project is feasible as a public project with financing under soft loans such as provided by the Japanese

government.

The parties that would benefit most from the improvement of the water quality in Kandawgyi Lake are

the business entities providing services to the visitors to the lake such as restaurants. An option in tariff

setting is to limit the charge to the commercial entities in and around the lake. A financial simulation

with a target of 10% FIRR, the tariff only levied to the commercial sector would be as high as USD

0.57/m3. The simulated tariff may be too high to be implemented.

Table 2.22 Cash Flow Table for Financial Analysis for Kandawgyi Lake Water Quality

Improvement



2-39

Table 2.23 Financial Simulation for Tariff Setting（Wastewater disposal fee from commercial

customers with target FIRR 10%）

2.7.4 Improvement of Kandawgyi Lake Water Environment

Following 2 measures are proposed for water quality improvement in Kandawgyi Lake.

- Construction of interceptor sewer

- Dredging

Estimated work schedule of interceptor sewer construction and dredging is shown below.



2-40


Figure 2.18 Work schedule of Interceptor Sewer Construction and Dredging

First, interceptor sewer is constructed to prevent wastewater inflow into Kandawgyi Lake. After that,

dredging is implemented, and sediment and nutrients in Kandawgyi Lake are removed.

Proposed environmental improvement measure (construction of interceptor sewer and dredging) will

finish by 2019. The following describes estimated water quality improvement by the implementation

of these measures.

(1) Construction of interceptor sewer

Interceptor sewer is installed to intercept wastewater from Bahan T/S and Tarmwe T/S, and

wastewater from restaurant around Kandawgyi Lake. Intercepted wastewater is conveyed to outside of

Kandawgyi Lake basin and discharged to the existing drain.

Estimation of pollution load influx until 2040 is already shown in Section 2.3.1 (Figure 2.3). The

following figure shows expected pollution load influx (CODcr, SS, T-N and T-P) in 2025. This figure

shows comparison of pollution load influx in 2 cases, i.e. with and without interceptor sewer.

Item 20192018Construction Operation

Interceptor sewer

Dredging

2014 2015 2016 2017


2-41


Figure 2.19 Change of Pollution Influx (2025)

As shown in Figure 2.19, pollution load influx is decreased considerably by construction of interceptor

sewer. Especially, decrease of inflow of nutrients (T-N and T-P) contributes prevention of blue-green

algae growth. Therefore, construction of interceptor sewer is regarded as an effective remedial

measure of eutrophication of Kandawgyi Lake.

(2) Dredging

Dredging is implemented after pollution load influx is decreased by the construction of interceptor

sewer. By the implementation of dredging, nutrients accumulated at the bottom of Kandawgyi Lake is

removed. Thus, it is expected that the prevention of blue-green algae growth in Kandawgyi Lake is

accelerated. Therefore, dredging is regarded as an effective measure to enhance the advantage of

interceptor sewer.

(3) Conclusion

For the water environment improvement of Kandawgyi Lake, construction of interceptor sewer and

dredging are proposed. Through implementation of these measures, influx of nutrients into Kandawgyi

Lake is decreased, and accumulated nutrients in Kandawgyi Lake are removed. Thus, through the

implementation of these measures, it is expected that the concentration of nutrients (T-N and T-P) in

lake water decreases below assessment criteria of eutrophication (see reference below), and growth of


2-42

blue-green algae is prevented.

Reference: Assessment criteria of eutrophication

Japan (Ministry of the Environment) T-N: 0.5 - 1.3 mg/L, T-P: > 0.02mg/L

OECD (1982) T-P: 0.035 – 0.1mg/L Eutrophic, T-P: > 0.1 mg/L Hypereutrophic


3-1

CHAPTER 3. C1 SEWERAGE ZONE

3.1 Outline of C1 Sewerage Zone

C1 sewerage zone consists of four townships viz. Pazundaung, Botahtaung, Kyaktada and Pabedan.

These four townships are included in CBD which was developed by British in 19th century based on

city planning. Main roads are arranged like checkerboard and run in north-south and east-west

directions. There are many central and regional government buildings, YCDC offices, many

commercial establishments and residences exist and most of them are high- and middle-rise

buildings. Among them, some elegant colonial style buildings are included. C1 sewerage zone is the

historical and the most bustling area in Yangon. (refer to Photos 3.1 to 3.6)

Population projection of C1 sewerage zone by four townships is shown in Table 3.1. This projection

was worked out by JICA Strategic Urban Development Plan. Population densities are as high as 189

persons/ha to 606 persons/ha in 2011 which are considered to be almost saturation population

densities. Therefore population in Pazundaung Township is projected to slightly increase, but

population of other three townships will remain as they are now.

Table 3.1 Population and Population Densities Projection of C1 Sewerage Zone


Item Township Area (ha) 2011 2020 2025 2030 2040

Pabedan 62 37,551 37,551 37,551 37,551 37,551

Kyauktada 70 34,797 34,797 34,797 34,797 34,797

Botahtaung 260 49,134 49,134 49,134 49,134 49,134

Pazundaung 107 53,648 54,353 54,822 55,354 56,647

C1 Total 499 175,130 175,835 176,304 176,836 178,129

Pabedan 606 606 606 606 606

Kyauktada 497 497 497 497 497

Botahtaung 189 189 189 189 189

Pazundaung 501 508 512 517 529

C1 Total 351 352 353 354 357

Population(person)

PopulationDensity(person/ha)


3-2

Photo 3.1 Sule Pagoda, Center of the City Photo 3.2 YCDC City Hall

Photo 3.3 Sule Pagoda Road, Traders Hotel Photo 3.4 Anawrahta Road

Photo 3.5 Merchant Road Photo 3.6 34th Street


3-3

Wastewater generation in C1 sewerage zone up to 2040 is estimated as shown in Table 3.2. Current

wastewater generation of 30,745 m3/day is estimated to increase to 64,275 m3/day (approximately 2

fold). Wastewater generation is estimated to increase due to increment of per capita water

consumption and water supply service ratio although population does not increase.

Table 3.2 Estimation of Wastewater Generation in C1 Sewerage Zone


Current sewerage service area includes Latha and Lanmadaw townships other than C1 sewerage

zone. Wastewater from these two townships should be treated at C1 WWTP until the time when

sewerage system in W1 sewerage zone will be provided and W1 WWTP be put into operation.

According to the implementation schedule worked out under MP, commissioning of W1 WWTP is

expected in 2025. Population projection of two townships and wastewater generation are estimated

as shown in Tables 3.3 and 3.4 respectively. Wastewater generation is estimated based on 50 lpcd

with assumption that residents will use flush toilet.

Table 3.3 Estimation of Population from Outside of C1 Sewerage Zone


Table 3.4 Wastewater Flow from Outside of C1 Sewerage Zone


Most of the buildings in C1 sewerage zone are high- and middle-rise buildings. In between these

buildings BDS is provided, and black water and gray water are collected separately to pits installed

Item Township 2011 2020 2025 2030 2040

Pabedan 7,082 8,872 9,998 11,062 13,127

Kyauktada 6,738 8,325 9,370 10,355 12,268

Botahtaung 9,512 13,390 14,863 16,255 18,958

Pazundaung 7,413 12,998 14,745 16,447 19,922

C1 Total 30,745 43,585 48,976 54,119 64,275

Pabedan 7,729 9,698 10,937 12,107 14,379

Kyauktada 7,345 9,091 10,240 11,324 13,428

Botahtaung 10,205 14,471 16,091 17,623 20,596

Pazundaung 8,050 14,194 16,116 17,988 21,810

C1 Total 33,330 47,454 53,384 59,041 70,213

DailyAverage

(m3/day)

DailyM aximum

(m3/day)

2011 2020 2025 2030 2040

Latha 34,125 34,125 34,125 34,125 34,125

Lanmadaw 43,137 43,137 43,137 43,137 43,137

Total 77,262 77,262 77,262 77,262 77,262

2011 2020 2025 2030 2040

Daily Average 3,863 3,863 3,863 3,863 3,863

Daily Maximum 4,249 4,249 4,249 4,249 4,249


3-4

in BDS. Black water is discharged to sewer pipes from the pits and collected to the ejector station by

gravity, and gray water is discharged to storm water drain and finally flow into Yangon River.

Current situation of BDS in the four townships are illustrated in Photos 3.7 to 3.10. As shown in

photos, garbage is piled up in some BDS resulting in unhygienic environment.

Photo 3.7 BDS No.1, Pabedan TS Photo 3.8 BDS No.2, Kyaktada TS

Photo 3.9 BDS No.3, Botahtaung TS Photo 3.10 BDS No.4, Pazundaung TS


3-5

3.2 Design Conditions

Design conditions for sewerage system in C1 sewerage zone are as follows.

(1) Basis for design

Basis for facility design is shown below.

Table 3.5 Basis for Facility Design Items Basis

(1) Target Year 2040

(2) Service Area 499 ha

(3) System Separate system

(4) Service population 178,129 person

(5) Design flow 64,300 m3/d (Daily Average) 70,200 m3/d (Daily Maximum)

102,900 m3/d (Hourly Maximum)

(6) Design Sewage Characteristics BOD5 200 mg/L

SS 180 mg/L


(2) Disuse of existing sewerage system

Existing sewer network has been operated for 120 years and is obviously overrunning its life period.

Although having repair and rehabilitation many times, it shows marked deterioration and operation

troubles due to difficulty of repair parts procurement. Moreover, since existing sewer network is only

for black water from toilet, its overall renovation is necessary to match with planned sewerage

system capacity. Thus, existing sewerage system will be stopped to use in future. Meanwhile,

existing wastewater treatment plant (here after “WWTP”) started its operation in 2005. Facility

condition is comparatively good and it is possible to use in future. For effective utilization of existing

facility as much as possible, the facility only covering capacity shortage will be newly constructed

after evaluation of existing capacity.

(3) Receiving of sludge from septic tank

Existing WWTP is receiving septic tank sludge which is collected by vacuum truck from outside.

New WWTP have to continue receiving septic tank sludge until completion of night soil treatment

plant in future.

Assumed BOD concentration of septic tank sludge is about 4000 mg/L (Refer below). It shows that

receiving sludge doesn’t affect WWTP operation because BOD concentration increase by receiving

septic tank sludge is approximately 10% and is within the range of design value even in initial stage

of WWTP construction.

Therefore, septic tank sludge will be received at pumping station directly without receiving facility.


3-6

Estimation for BOD concentration of septic tank sludge

Based on the operation record and water quality test, Total inflow: 2,300 m3/d, Septic tank sludge: 150 m3/d, Combined inflow water quality: 600 mg/l Assuming the BOD concentration of black water is approx.400 mg/l [=pollution load per person 13 g/d÷30 l/d], BOD concentration of septic tank sludge :X {(150 m3/d×X mg/l)＋(2150 m3/d×400 mg/l)}/2300 m3/d=600 mg/l ⇒ X=4000 mg/l Note) This BOD concentration shows that digestion and stabilization of septic tank sludge is proceeding.

Impact to inflow water quality at initial stage of WWTP construction with capacity of 24,800 m3/d

{(150 m3/d×4000 mg/l)＋(24800 m3/d×200 mg/l)}/24800 m3/d= 224 mg/l

⇒ Approx. 10% increase of design water quality of 200 mg/l

(4) Expansion of WWTP site

Construction site for C1 WWTP is shown below. The existing WWTP site will be expanded to 3.9 ha.

Yangon city mayor is now requesting acquisition of expansion area to government.


Figure 3.1 Construction Site for C1 WWTP

Expansion Area


3-7

3.3 Sewer System Design

(1) Design criteria

Design criteria for sewer system are shown below.

Table 3.6 Design Criteria for Sewer System Items Adoption Remarks

(1) Capacity Calculation

Manning Formula

2

1

3

21IR

nv

Where, V: flow velocity (m/s) N: Roughness Coefficient (-) R: Hydraulic Radius (m) I: Gradient(-)

(2) Flow Velocity Minimum: 0.6 m/s Maximum: 3.0 m/s

(3) Minimum Diameter 150 mm

(4) Minimum Earth Covering 1.5 m

(5) Interval of Manhole 75 m（Branch sewer） 150 m（Trunk main）

>for small dia. pipe jacking, open cut method >for Middle/large dia. pipe jacking


(2) Sewer network design

Trunk Main

Trunk mains are installed in main road in C1 sewerage zone such as Anawramta Road, Maha

Bandoola Road, Merchant Road, Strand Road and Lower Pazundaung Road. Each road has

enough width for pipe installation with over 20m. Diameter of trunk main is 500 to 1500 mm.

Since pipe jacking method is adopted for trunk main due to heavy traffic condition, pipe

material is RC (Reinforced concrete) for pipe jacking. Trunk main sewer is designed by

gravity system without pumping station because C1 sewerage zone is generally flat area and

has no significant low area.

Branch sewer and house connection

Most residence in C1 sewerage zone is complex housing and has back yard space so called

BDS (Back Drainage Space). Black and grey water discharged from each house flow into

existing pits in BDS. Branch sewer is designed to collect wastewater from existing pit and

connect to trunk main through BDS.

Figures 3.2 to 3.8 show general layout of trunk main, typical drawings of branch sewer and house

connection and trunk main profile in C1 sewerage zone. Flow calculation of trunk main is attached in

Appendix A.

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Figure 3.2 General Layout of Trunk Main in C1 Sewerage Zone Source: JICA Study Team

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Figure 3.3 Typical Drawing of Branch Sewer and House Connection in C1 Sewerage Zone


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Figure 3.4 Trunk Main Profile in C1 Sewerage Zone (1/5) Source: JICA Study Team

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3-15

3.4 WWTP Design

3.4.1 Basis for Design

(1) Treatment method

Conventional activated sludge process is adopted for treatment of wastewater considering the

following points.

Sufficient function for target effluent standard with enough experience around the world

Flexibility of facility layout for site conditions

Effective utilization of existing facility without overall renovation

Ease in operation by O&M staff who has knowledge and experience of activated sludge

process adopted in the existing WWTP

For existing WWTP, treatment process will be changed from extended aeration process to

conventional activated sludge process. By changing treatment process, existing WWTP capacity can

be increased and effective operation by unification of whole WWTP process should be realized.

Regarding sludge treatment, “thickening-dewatering-carrying out” process, in which easy operation

is relatively possible, is adopted since construction space is limited and O&M staff has not enough

experience for sludge treatment. In the future, it is desirable to build up experience, knowledge and

skills for sludge treatment for promotion of sludge reuse and recycling in Yangon city. Flow diagram

of C1 WWTP is shown below.


Figure 3.9 Flow Diagram of C1 WWTP

(2) Design Flow

Design flow up to 2040 is shown below. Daily maximum flow is used for WWTP facility design.

Final Sedimentation Tank

<Existing Series> Primary Sedimentation Tank

Aeration Tank

Distribution Chamber

DISPOSAL SITE

Gravity thickener

EFELUENT

Final Sedimentation Tank

Aeration Tank

Chlorination Tank Sludge Cake Hopper

Sludge Dewatering Unit

Wastewater INLET

Grit Chamber

Mixed Sludge Tank

Pumping Station

<Expansion Series> Primary Sedimentation Tank

Outlet

Return Sludge

Waste Sludge

Carrying Out

Raw Sludge

- Coarse Screen- Fine Screen Septic Tank Sludge

collected by Tank Lorry

Return Sludge

Recycle Flow


3-16

Conduit and pumping station in WWTP design are based on hourly maximum flow. Daily average

flow is used for O&M cost estimation.

Table 3.7 Design Flow in C1 Sewerage Zone


(3) Design characteristics of wastewater

Design water quality of influent and effluent is shown in following table. Effluent quality target, as

BOD 20mg/l, SS 30mg/l, is decided considering MOI (Ministry of Industry) regulation and

international standards.

Table 3.8 Design Water Quality for C1 WWTP Items Value Remarks

(1) Influent BOD5 200 mg/L Water temp. 29℃

SS 180 mg/L

(2) Effluent （Target water quality）

BOD5 20 mg/L SS 30 mg/L

MOI regulation （N0.1 Directive 1/95） Max BOD5 20～60 mg/L Max SS 30 mg/L


(4) Site Condition

Condition of site for C1 WWTP construction is shown below.

Table 3.9 Site Condition for C1 WWTP Items Condition Remarks

Area 3.9 ha Expansion area is now under application to the government

Ground Elevation +4.5 m Discharge Point Yangon River

（H.H.W.L. + 3.619） Tidal River

Land use of surroundings East: Government Land West: Governmental Company South: Yangon River North: Land for military

＞Official residence ＞Myanmar Oil and Gas Co. ＞Ministry of Defense

Wind Direction NW (Summer and Rainy season) SE (Dry season)

Temperature Yearly Ave. 27 °C Relevant Law/regulation -

Geological condition - From surface, Clay with silt and clay with sand layer is dominant

- Ground Water Level: GL-2.0m - Supporting Layer

Sand with silt layer (GL-20m)


C1 Sewerage Zone 2011 2018 2020 2025 2030 2035 2040Population (person) 175,130 175,664 175,835 176,304 176,836 177,441 178,129

Daily Average 30,745 41,498 43,585 48,976 54,119 59,020 64,275Daily Maximum 33,330 45,158 47,454 53,384 59,041 64,432 70,213Houry Maximum 47,544 65,287 68,730 77,625 86,111 94,198 102,869

WastewaterFlow(m3/day)


3-17

3.4.2 WWTP Facility Design

Basic policy for WWTP design is that additional facility will be constructed for covering lack of

design capacity after evaluation of the capacity of the existing WWTP. Regarding the existing

WWTP, primary and final sedimentation tank will be expanded to utilize existing aeration tank

capacity as much as possible. Breakdown of WWTP design capacity, i.e. 70,200 m3/d, is that a)

existing line 45,400 m3/d and b) expansion line 24,800 m3/d.

Facility level is designed to make gravity flow possible after lifting up at pumping station. In facility

layout planning, water treatment facilities and sludge treatment facilities are consolidated for

effective and energy saving O&M.

Outlines of WWTP facility are shown in the following table.

Table 3.10 Outline of C1 WWTP Facilities

Name

Category

Outline of Facility Dimension New construction

Remodeling

Pumping Station

○

Pumping station is planned for lifting up sewage incoming from inflow pipe, Dia 1500 mm, with earth covering of 8.6 m. Pumping station includes grit chamber and screen for removal of rubbish and sand. ＜Design criteria＞ For Grit chamber, Water surface load 1800 m3/m2/d, Average velocity 0.3 m/s

Grit chamber： Width 1.1m×Length 13m×Depth 0.9m×4 Basin Pump Unit：4 Nos (incl.1 Stand-by)

Primary Sedimentation Tank (PST)

○ ○

PST is planned for removal of sediment in sewage. PST is planned both in existing line and expansion line. PST of existing line is designed with rectangular parallel flow type same as existing facility and PST of expansion line is designed also by rectangular parallel flow type due to limited site area. ＜Design criteria＞ Water surface load 50 m3/m2/d, Hydraulic retention time

1.5 hr.

Existing Line Width7.3m×Length27.4m×Depth3.65m×2tanks(Existing) ,Width3.5m×Length24.0m×Depth3.0m×6tanks (New construction of Existing Line) Expansion Line Width3.85m×Length21.5m×Depth3.0m×6tanks

Aeration Tank

○ ○

Aeration tank is planned to treat organic matter in sewage biologically. Aeration method is designed as spiral flow type aeration. Aeration unit of existing line will be changed from mechanical aeration to diffused air aeration. Although effluent standards of Yangon city don’t include regulation of ammonia and nitrogen, partition wall is designed in aeration tank for nitrification process operation for future. ＜Design criteria＞ Hydraulic retention time more than 6hr., MLSS concentration 2000 mg/l

Existing Line Width18.6m×Length4.4m×Depth4.1m×2tanks (Remodeling of Existing Line） Expansion Line Width12.0m×Length48.2m×Depth5.5m×2Tanks

Final Sedimentation Tank (FST)

○ ○

FST is planned for separation of treated water and sludge generated by biological treatment. FST is planned both in existing line and expansion line. FST of existing line is designed with radial flow circular type same as existing facility and FST of expansion line is designed with rectangular parallel flow type due to limited

Existing Line Dia22.9m×Depth3.5m×2tanks(Existing), Dia25.5m×Depth4.0m×2Tanks(New construction of Existing Line)


3-18

Name

Category

Outline of Facility Dimension New construction

Remodeling

site area. ＜Design criteria＞ Water surface load 25 m3/m2/d

Expansion Line Width3.85m×Length43.5m×Depth3.5m×6tanks

Disinfection Facility

○

Disinfection facility is planned for securement of sanitary safety in effluent. Disinfection facility is planned with full design capacity due to big lack of existing capacity. Disinfection facility is designed with chlorine disinfection, for which easy operation with low cost is expected, and coliform group count of less than 3000 Nos./cm3 is adopted for indicator of effluent quality target. ＜Design criteria＞Chlorination time 15 min

Expansion Line Width2.5m×Length147.0m×Depth2.0m

Sludge Mixing Tank/Sludge Pump Room

○ ○

Sludge mixing tank is planned for mixing sludge withdrawn from PST and FST. Existing gravity thickener will be remodeled to sludge mixing tank for effective utilization of existing facility. Mixed sludge will be sent to gravity thickener by sludge pump. For effective operation, sludge pump room is planned to put together all sludge pumps such as return sludge pump, excess sludge pump and thickened sludge pump.

Sludge Mixing Tank: Dia12.3m×Depth4.0m×2Tanks (Remodeling of existing gravity thickener) Sludge Pump Room： Width9.0m×Length20.0m ×1 Basement

Gravity Thickener

○

Gravity thickener is planned for effective operation of following dewatering process. Thickening process is designed by gravity thickener, which takes easy operation with low cost. Existing digestion tank will be remodeled to gravity thickener for effective utilization of existing facility. ＜Design criteria＞ Solids Loading 75 kgds/m2d, Solids capture rate 90%,

Water content of thickened sludge 98%

Dia10.5m×Depth4.1m×2Tanks （ Remodeling of existing digestion tank）

Sludge Dewatering Unit Building

○

Sludge dewatering process is planned with mechanical dewatering considering odor control and limited site area. Sludge treatment facility is consolidated in layout plan for effective and energy saving O&M. ＜Design criteria＞ Solids capture rate 95%, Water content of sludge cake 80%

Width17.7m×Length41.5m ×2 Storey with 1 Basement

Blower Building ○

Blower building is planned as independent building because blower unit is main source of noise and vibration in WWTP.

Width10.3m×Length38.0m ×1 Storey with 1 Basement

Administration Building ○

Administration building is planned for putting in staff room, monitoring room, electrical room and laboratory, etc.

Width20.0m×Length26.0m×2 Storey


Figures 3.10 to 3.12 show General layout, hydraulic profile and flow diagram of C1 WWTP.

Structure drawings of each facility and capacity calculation are attached in Appendices B and C

respectively.

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Figure 3.10 General Layout of C1 WWTP Source: JICA Study Team

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Figure 3.11 Flow Diagram of C1 WWTP Source: JICA Study Team

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Figure 3.12 Hydraulic Profile of C1 WWTP Source: JICA Study Team


3-22

3.4.3 Mechanical Equipment Design

(1) Basic policy for design

According to policy for facility plan under MP, ejector stations and compressor facilities are planned

to be abandoned. Thus, generated wastewater will be collected by gravity up to the proposed

pumping station which is constructed within the existing WWTP site. New screen facility and grit

chamber are proposed to meet design flow instead of the existing ineffective facility. Vertical non

clog type in dry well as sewage lift pump is recommended. Treatment process will be changed from

current extended aeration process to conventional activated sludge process, and design capacity will

increase from about 15,000 m3/d up to about 70,300 m3/d. The existing mechanical equipment will

be abandoned because different process is adopted and existing facilities are in deteriorated

conditions.

The existing gravity sludge thickener will be converted to sludge mixing tank, and the existing

aerobic digester will be converted to gravity sludge thickener to meet increased design wastewater

flow. The sludge treatment process, i.e. gravity thickening plus mechanical dewatering same as the

existing process is adopted. The existing belt press dewatering equipment which has not been used

since commissioning of the plant will be abandoned and new screw press for which Japan has

advantages is adopted because the existing machine has not been used until now and large scale

machine is required.

Mechanical facilities are designed in view of economy and ease of operation. Current status of

mechanical equipment and their problems are also taken into account. Key points for mechanical

equipment design are described below.

Type of sewage lift pump in pump station – Current submersible type is prone to frequent

failure and is difficult in maintenance. Dry well centrifugal non-clog type is recommended.

Aeration type – Super fine membrane diffusers with the latest technology are recommended

due to reduction of electrical power cost.

Dewatering unit type – Screw press type is recommended for easy maintenance. The

existing belt press type is difficult in maintenance.

Installation of odor control system – Two sets of biological scrubber are designed for pump

station and for sludge treatment facility.

(2) Design basis

Design basis for mechanical equipment is shown in Table 3.11.


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Table 3.11 Design Basis for Mechanical Equipment

Facility Name Design basis Reference

Pump Station 103,000 m3/ day (Hourly maximum)

Grit chamber Facility 103,000 m3/ day (Hourly maximum)

Primary Clarifier Facility 70,300 m3/ day (Daily maximum)

Aeration Tank Facility 70,300 m3/ day

HRT Approx. 6.0 hr.

MLSS Ave. 2,010 mg/ l

Temperature of water 20℃

Water depth 4.1 m (the existing)

Water depth 5.5 m (the proposed)

(Daily maximum)

Secondary Clarifier Facility 70,300 m3/ day (Daily maximum)

Disinfection Facility 103,000 m3/ day (Hourly maximum)

Gravity Thickener Inlet Sludge Solids Load 7,215 kg/d (primary sludge)

Inlet Sludge Solids Load 5,109 kg/d (waste sludge)

Thickened Solids Content 2.0 %

(Daily maximum)

Sludge dewatering Unit Inlet Sludge Solids Load 11,203 kg/ day

Sludge Water content Approx. 85%

Operation time 10 hr/ day x 5 days/ week

(Daily maximum)


(3) Preliminary treatment facility

Preliminary treatment facility is composed of grit chamber and pumping station. Both facilities have

very important role, which make treatment process reliable and effective.

1) Grit chamber

Grit chamber is designed in front of sewage lift pump facility, which is composed of four channels.

Mechanical facilities are composed of gates, coarse screens, and medium screens. The principal role

of screens is to remove coarse and medium materials from the flow stream, such as leaves, paper,

and rags. These materials are lifted up by screen automatically, which are transferred to screenings

hopper by screens conveyors and skip hoist.

Sand is settled by gravity at grit chamber, because grit, consisting of sand, or other heavy solid

materials have specific gravities greater than organic solids. Settled sand is collected at bottom of

sand pit by grit collector, and transferred to grit separator by grit pump. Jet nozzle grit collector and

screw type grit separator are applied for its compactness and easy operation.

Since the FRP sealing plate and sealing cover of mechanical equipment prevent odor from spreading

into surrounding atmosphere effectively, air is transferred to odor control system by deodorization

fan.


3-24

Mechanical equipment in preliminary treatment facility (grit chamber) is shown below.

Table 3.12 Mechanical Equipment for Preliminary Treatment (Grit Chamber)


Inlet Gate

Motorized driven cast iron gate

W 0.5m x H 0.75 m

2 units

Mechanical

Coarse Screen

Bar Screen

W 1.2 m x H 3.0 m x Opening 100mm

2 units

Mechanical

Medium Screen

Motorized driven intermittent screen

W 1.2 m x H 3.0 m x Opening 25 mm

2 units

Grit Collector Pressured jet water type

W 1.1 m x H 13 m

2 lot

Grit Pump 1.0 m3/min x 5.5 kW 2 units

Scrubber 70 m3/min 1 unit


2) Pumping station

Pumping station is composed of two wet wells and one dry well for sewage lift pumps. Effluent flow

is transferred to distribution chamber installed upstream of primary sedimentation tank by sewage lift

pump. Vertical submersible non-clog type pump in dry well type is recommended due to the

following reasons.

Easy operation and maintenance because the pumps are installed in a dry well, and

operators have thus easy access to monitor pumps.

Strong against water immersion in flood.

Table 3.13 Mechanical Equipment for Preliminary Treatment (Pumping Station)

Item Specification Units

Sewage Lift

Pump

Vertical submersible non - clog type

23.9 m3/min x 140 kW

4 units

Including 1 standby


(4) Primary Treatment Facility

Solid-liquid separation occurs in primary sedimentation tank by gravity, and settled solids (primary

sludge) are collected to sludge pit by sludge collector, and transferred to the mixed sludge tank by

primary sludge pumps.

Notch chain flight type is recommended. Floating scum is separated by scum skimmer and sent to

scum screen by scum pump. Scum pit is covered and deodorization is provided. Mechanical

equipment for primary sedimentation tank is shown below.


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Table 3.14 Mechanical Equipment in Primary Sedimentation Tank


Primary Sludge Collector

(Existing train)

Notch chain flight type

7.2 m W x 27.4 m L x 0.75 kW

2 units


(Proposed train 1)


3.5 m W x 24 m L x 0.75 kW

6 units


(Proposed train 2)


5.8 m W x 21.5 m L

4 units

Primary Sludge Pump

(Existing train)

Non – clog centrifugal

1.2 m3/ min x 5.5 kW

2 units

including 1 standby

Primary Sludge Pump

(Proposed train 1)


1.2 m3/ min x 5.5 kW

2 units

including 1 standby

Primary Sludge Pump

(Proposed train 2)


1.2 m3/ min x 5.5 kW

2 units

including 1 standby

Primary De-sludge

Valve

Motorized driven eccentric

Dia. 150 mm x 0.2 kW

7 units


(5) Secondary treatment facility

1) Aeration Tank

Effluent from primary sedimentation tank flows to the gates installed in front of aeration tanks by

gravity. Aeration tank is divided into four trains. Mixed liquor is biologically treated in each of four

aeration tanks when it flows by plug flow, and discharged to secondary sedimentation tank by gravity.

Super fine diffuser with blower is recommended because of the reasons below instead of mechanical

aerator of which efficiency is inferior.

Energy saving

Easy maintenance because of nonexistence of complex devices

Most popular and latest technology for conventional activated sludge process

Air is supplied by combination of blower and diffuser, and oxygen required for treatment dissolves

in wastewater. Diameter of fine bubble is approximately 1mm which realizes efficient dissolution.

Air volume is efficiently controlled by outlet valve operation and DO measuring. Mechanical

equipment for aeration tank is shown below.


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Table 3.15 Mechanical Equipment for Aeration Tank


Aeration Diffuser

(Existing train)

Super fine membrane diffuser

SOR 69.5 kg/O2/d/tank

18.6 m W x 18.6 m L x 4.05 m WD

4 tanks/ train

x 2 trains

Aeration Diffuser 1

(Proposed train )



12.0 m W x 7.7 m L x 5.5 m WD

1 tank/ train

x 2 trains

Aeration Diffuser 2

(Proposed train)



12.0 m W x 11.5 m L x 5.5 m WD

1 tank/ train

x 2 trains

Aeration Diffuser 3

(Proposed train)



12.0 m W x 11.5 m L x 5.5 m WD

1 tank/ train

x 2 trains

Aeration Diffuser 4

(Proposed train)



12.0 m W x 17.4 m L x 5.5 m WD

1 tank/ train

x 2 trains

Blower 2

(Existing train)

Rotary type

87 m3/ min x 120 kW

3 units

including 1 standby

Blower 1

(Proposed train)

Rotary type

33 m3/ min x 75 kW

3 units

including 1 standby


2) Final sedimentation tank

Sludge separated by solid-liquid separation in the tank is collected in the sludge pit by sludge

collector and sent to sludge mixing tank by waste sludge pump which is operated intermittently by

timer control. On the other hand, return sludge is circulated to the front part of aeration tank by

return sludge pump for keeping MLSS concentration.

Generated scum is removed by scum skimmer and discharged to scum pit by gravity. Scum pit is

covered and deodorized. Mechanical equipment is shown below.


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Table 3.16 Mechanical Equipment for Final Sedimentation Tank


Secondary Sludge Collector

(Existing train)

Central driven type

Dia. 22.9 m x 2.2 kW

2 units


(Proposed train 1)

Central driven column type

Dia. 25.5 m x 2.2 kW

2 units


(Proposed train 2)


5.8 m W x 43.5 m L

4 units

Waste Sludge Pump

(Existing train)

Non – clog submersible

2.6 m3/ min x 15 kW

2 units

including 1 standby

Waste Sludge Pump

(Proposed train 1)


1.2 m3/ min x 15 kW

2 units

including 1 standby

Waste Sludge Pump

(Proposed train 2)


1.2 m3/ min x 15 kW

2 units

including 1 standby

Return Sludge Pump

(Existing train)

Non – clog submersible

7.2 m3/ min x 18.5 kW

2 units

Return Sludge Pump

(Proposed train 1)


8.7 m3/ min x 22 kW

2 units

Return Sludge Pump

(Proposed train 2)


8.7 m3/ min x 22 kW

2 units

Waste De-sludge

Valve

Motorized driven eccentric

Dia.200 mm x 0.2 kW

4 units


(6) Disinfection and Reuse Facility

Hypochlorite solution is injected to effluent from the final sedimentation tank by chemical pumps.

Treated effluent before disinfection is used as de-foaming water to aeration tank. Treated effluent

after disinfection is used as washing water for mechanical equipment.

Table 3.17 Mechanical Equipment for Disinfection and Reuse Facility


Chlorine Storage Tank 20 m3 2 units

Chlorine Dosing pump Diaphragm Pump

0.5 – 1.5 L/min x 0.2 kW

3 units

including 1 standby



3-28

(7) Sludge treatment facility

1) Sludge thickening facility

Primary sludge and waste sludge are transferred to the gravity thickener by sludge feed pumps via

the mixed sludge tank. Thickened sludge is transferred to the thickened sludge holding tank for

dewatering by thickened sludge pumps. Separated liquid in gravity thickener is returned to grit

chamber by gravity. FRP sealing plate and sealing cover of mechanical equipment are provided to

prevent odor from spreading into surrounding air and air is transferred to odor control system by

deodorization fan. Mechanical equipment for sludge thickening is shown below.

Table 3.18 Mechanical Equipment for Sludge Thickening


Sludge Feed Pump

to Thickener


0.6 m3/ min x 3.7 kW

3 units

including 1 standby

Gravity Thickener

Centre driven type

Dia. 10.5 m x 0.4 kW

2 units

Thickened Sludge Pump


0.6 m3/ min x 3.7 kW

3 units

including 1 standby

Thickened Sludge Pump

for Dewatering Unit


0.36 m3/ min x 3.7 kW

5 units

including 2 standby


2) Sludge dewatering facility

Thickened sludge is transferred to dewatering unit by sludge pump. Screw press or multi-disk plate

screw press is recommended for its compactness, low-speed rotation, low energy consumption, and

easy operation. Further, polymer solution work is needed for dewatering every day. Separated liquid

from dewatering machine is returned to grit chamber by gravity. FRP sealing plate and duct are

provided for odor control and air is suctioned by fan to deodorization device. Mechanical equipment

for sludge dewatering is shown below.

Table 3.19 Mechanical Equipment for Sludge Dewatering


Sludge Dewatering Unit Screw press type

400 ds-kg/ hr. x 5.2 kW

4 units

including 1 standby

Polymer Dissolving Tank Set 40 m3 3 units

Polymer feed pump Progressive cavity pump

1.5 – 5 m3/ hr. x 2.2 kW

4 units

including 1 standby

Sludge Cake Hopper Motor driven cut gate

1.5 kW

2 units



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3.4.4 Electrical Equipment Design

(1) General

The electrical facilities in the existing wastewater treatment plant were built in 2004 and the rated

capacities are small against the required load demand of the new wastewater treatment plant.

Therefore, a new electrical substation will be provided to cover both new and existing facilities.

Electrical facilities should be designed to achieve their continuous function and protection for the

mechanical facilities of the plant. They should be optimized to achieve economical requirements and

to have the best practical maintainability of the plant. Design parameters of the electrical facilities

are shown in Table 3.20.

Table 3.20 Design Parameters of Electrical Facilities

Facility Design Parameter

1. Wastewater Treatment Plant (WWTP)

1) Receiving Voltage 33kV, 50Hz, 1 circuit

2) Receiving Transformer 3,000 kVA

3) Installed Capacity 2,800 kW

4) Operating Capacity 2,100 kW


(2) Electricity Supply in the Area

YESB (Yangon Electrical Service Board) governs the electricity transmission and distribution in the

area of the plant located in Yangon city. Their main transmission network is 230kV and the sub

network is 66kV and 33kV. YESB Electricity Network Diagram is attached in Appendix D. The

town distribution for industry and home is 6.6 kV and 400 V, and there are planned or accidental

power shutdowns very often. Electricity is made available during working hours in the day time in

some industrial areas, and the main receiving switches have been opened for several months in some

other industrial areas.

The plant should receive electricity from 33 kV sub network transmission line which corresponds to

the YESB regulation for the plant with the receiving transformer capacity of 1 MVA and above but

less than 10 MVA. There are existing YESB 33 kV overhead lines dedicated for public utilities such

as existing YCDC water treatment plants, and they are supplying electricity for 24 hours.

The Study Team collected a table of electricity bill for YCDC water and wastewater plants in the

fiscal years 2011 and 2012. (attached in Appendix D). Electricity unit price is as low as 25

Kyats/kWh. Average electricity bill is 1.6 million kWh per month and 45 million Kyats per month in

the case of Nyaunghnapin water treatment plant with 33 kV supply, and it is 14,000 kWh per month


3-30

and 450,000 Kyats per month in case of existing wastewater treatment plant with 6.6kV supply. The

table shows the unit rate was increased as 35 Kyats/kWh from year 2012, but the recorded price

figures indicate the original 25 Kyats/kWh. This inexpensive electricity and the supply from 33 kV

sub transmission network do not require the large size power generation facility in the Plant in view

of economic feasibility of the project.

(3) Power Receiving Circuit

The receiving voltage is 33kV according to YESB regulation. The existing 6.6kV power receiving

facility will be dismantled and a new 33 kV cable shall be installed underground from the nearest

YESB substation along the street. It is cost beneficial if the 33kV overhead line will be allowed in

this town area after negotiation. The estimated length of the cable is around 2 km.


Figure 3.13 Wastewater Treatment Plant (WWTP) and 33 kV Underground Cable Route

(4) Power receiving substation

The existing 6.6 kV power receiving facilities (a 6.6 kV ring-main circuit breaker unit and two 6.6

kV/400V transformers) have been located in an open shelter and minimum maintenance and cleaning

have been made. The equipment will not be able to reuse in the new plant. A new 33 kV substation

will be provided to supply electrical power to whole area of the new wastewater treatment plant.

The 33 kV receiving substation shall consist of metal-enclosed switchgear in the electrical room, as

popular in most South-East Asian countries. However, some electrical manufacturers in Yangon said

that outdoor switchyard is more popular in Myanmar not only because of cost but also because the

indoor switchgears of this high voltage level often caused troubles due to dews produced therein

when opening doors or in rainy season in general. Selection of outdoor switchgears should be

evaluated during the basic design stage of the project. Outdoor switchyard is less expensive but

requires more space as 10 m x 20 m (typical).


3-31

Table 3.21 Power Receiving Equipment


Receiving Panel Metal-enclosed Switchgears

VCB (Vacuum Circuit Breaker), 36 kV

1 set

Main Power Transformer Oil-insulated, Naturally Oil-cooled Transformer

33 kV / 6.9 kV

1 set


(5) Power Distribution System

Voltage application of the power distribution system in the plant is as follows;-

Motors 132 kW and above : 6.6 kV

Motors below 132 kW : 400 V

Motors should be direct-on-line starting on condition that the voltage drop study proves it during the

detail design stage. An emergency generator should be provided in the plant so that it covers plant

control and monitoring system for minimum and safe plant operation. Plant equipment will not be

supported by the emergency generator in principle except ones required for safe condition of the

plant and personnel. The emergency generator should not be larger than 1 MVA as a maximum case.

Table 3.22 Power Distribution Equipment


6.6 kV High Voltage

Switchgear

Metal-enclosed Switchgears

VCB (Vacuum Circuit Breaker), 7.2 kV

Vacuum Contactor, 7.2 kV

1 lot

Distribution Transformer Oil-insulated, Naturally Oil-cooled Transformer

6.6 kV / 400 V

1 set

400 V Low Voltage

Switchgear

Metal-enclosed Switchgears and

Motor Control Centre

Main Circuit Breaker : ACB

Outgoing Feeder Circuit Breaker : MCCB

Motor Starting : DOL

(except in high voltage drop circuit)

1 lot

Uninterruptible Power

Supply (UPS)

for Control

Solid-state Rectifier-Inverter

with Bypass Switch

Battery Back-up : 60 minutes

1 lot

Emergency Diesel Engine

Generator

Diesel Engine Driven Generator

Continuous Rating

400 V, 50 Hz

1 set


Single line diagrams are attached in the Appendix D.


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(6) Basic Policy for Electrical Facilities

It is strongly advisable to adopt electrical equipment conforming to IEC standards and/or Japanese

standards (JIS, JEC & JEM) with the type test records, in order to assure the quality and personnel

safety.

On the other hand, electrical products of manufacturers in Myanmar were adopted in the existing

YCDC plants and the local manufacturers give large benefit to YCDC personnel in operation,

maintenance and upgrading. As the results of survey in June, 2013 by JICA Study Team, the

type-tested electrical equipment is limited to low capacity transformers only, and therefore there is

lower probability to apply those until they will proceed with the type tests and pass them. The plant

does not have any critically unsafe facilities in the system, electrical facilities should have very basic

fundamental protection only, and does not require any special devices.

Electrical cables have large impact on the plant operation by their product quality. Cables, from India,

China, etc., stocked in Myanmar companies are, and have been, normally used in electrical

construction, but for many of these the factory inspection records for quality control cannot be traced.

The cables provided with individual test records in accordance with IEC standards and/or Japanese

standards shall be used in the plant.

As for the electrical construction, there are several companies that joined the existing YCDC plant

constructions. They should participate in this wastewater treatment plant construction so that they

will help YCDC to proceed with proper maintenance and upgrading after start-up. However, those

construction companies should be strictly evaluated in view of construction safety control.

3.5 Construction Plan

Outlines of construction plan for sewerage facility in C1 sewerage zone are summarized below.

(1) Components of construction

Components of construction are shown below. Sewer system consists of trunk sewer, branch sewer

and house connection pipes. Construction work for WWTP includes remodeling of existing facility

and new construction of expansion facility.


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Table 3.23 Components of Construction of C1 Sewerage System Facility Component Remarks

(1) Sewer system Trunk Main（HP） Dia 1500mm: 550m

Dia 1100mm: 970m Dia 1000mm: 600m Dia 900mm: 600m Dia 700mm: 5,650m Dia 600mm: 2,430m Dia 500mm: 2,820m

Pipe Jacking Method

Branch sewer（HDPE） Dia < 500mm: 45,000m

House Connection（HDPE） Dia 100mm: 9000 Nos

Open Cut Method Open Cut Method

(2) WWTP

＞Remodeling of existing facility ＞New construction of expansion facility

Total Capacity：Q=70,200m3/day


(2) Basis for construction and procedure

Construction of sewer is conducted on public road. It is important to keep construction site safe for

prevention of construction trouble and public hazard. Especially, since vertical shaft of pipe jacking

method for trunk main occupy public road space for long duration, it is important to consider

location of vertical shaft and construction schedule for minimization of traffic interruption.

Construction site for WWTP is flat land area. Pre-construction work, such as land reclamation and

temporary access road, is unnecessary and construction work for facilities can start immediately after

commencement.

In C1 sewerage zone, there is existing sewerage system and existing sewerage system has to

continue its operation during construction work. Therefore, construction procedure for completion of

new sewerage system in C1 sewerage zone requires three steps as follows.

Step 1： New construction of expansion facility in WWTP and trunk main

⇒Operation of existing system

Step 2： Remodeling of existing facility in WWTP and construction of trunk main (continued),

branch sewer and house connection

⇒Operation of newly constructed facility with existing sewer network, switch-over

from existing sewer network to new sewer network sequentially

Step 3： Construction of branch sewer and house connection (continued)

⇒Operation of new WWTP with new sewer network, Switch-over from existing

sewer network to new sewer network sequentially

Summary of construction procedure for C1 sewerage system is shown below.


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Table 3.24 Construction Procedure for C1 Sewerage System

Step

WWTP Sewer system

Existing Facility Expansion

Facility Existing System

New Trunk Main

New Branch sewer/House

connection

Present Operation

－

Operation

－－

Step 1 Operation

（Construction）

Operation

（Construction）

－

Step 2 （Remodeling）

Operation

Operation （Inflow to Expansion Facility）

（Construction）

（Construction）（Switch-over from

existing system sequentially after

completion of trunk main）

Step 3 Operation Operation

（Switch-over to new system）

Disuse

Operation

（Switch-over from existing system）

Operation


(3) Construction Schedule

Based on the construction procedure, outline of construction schedule is worked out and summarized

below. It is assumed that pre-construction stage such as detailed design and tendering will be

completed by 2016 and construction work will start in 2017.

Construction Work Year

2017 2018 2019 2020 2021 2022 2023 2024 2025

1. New construction for expansion facility of WWTP

2. Remodeling of existing facility of WWTP

3. Trunk Main

4. Branch Sewer/House Connection


Figure 3.14 Construction Schedule for C1 Sewerage System

Construction of branch sewer and house connection will start after completion of expansion facility

of WWTP. It is assumed that house connection will increase up to 90% in 4 years from 2019 and

reach 100% in 2030 finally. Wastewater flow up to 2040 considering progress of house connection is

shown in Figure 3.15 and phased construction plan of WWTP is shown in Figure 3.16.


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Figure 3.15 Wastewater Flow Considering Progress of House Connection in C1 Sewerage

Zone

(4) Recommendation

Although Latha Township and Lanmadaw Township are situated next to C1 sewerage zone, both

townships are planned in W1 sewerage zone due to limited area for C1 WWTP. Latha township and

Lanmadaw township should be included in C1 sewerage zone originally because both townships

have existing sewerage system and high population density same as in case of C1 sewerage zone.

At detailed design stage, it is necessary to reconsider the possibility to include both townships in C1

sewerage zone. Depending on the situation of land acquisition for C1 WWTP and progress of W1

sewerage system development, flexible development of C1 sewerage system, such as adjustment of

invert level of trunk main and upgrade of C1 WWTP capacity, should be re-examined for receiving

wastewater from both townships.

Year 2020 2021 2022 2023 2024 2025 2030 2035 2040

Design Sewage Flow (m3/d) 47,454 48,640 49,826 51,012 52,198 53,384 59,041 64,432 70,213Sewered Ratio % 30% 60% 90% 92% 94% 96% 100% 100% 100%Sewage Flow (m3/d) 16,734 30,611 45,200 47,109 49,066 51,249 59,041 64,432 70,213

Note) Sewage flow includes flow volume coming from exisiting network system.


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Step 1：New Construction of Expansion Facility [Operation Capacity Q=14,775 m3/d]

Step 2：Remodeling of Existing facility [Operation Capacity Q=24,800 m3/d]

Legend

：Operating Facility

：New Construction

：Remodeling


Figure 3.16 Phased Construction Plan of C1 WWTP


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3.6 Operation and Maintenance Plan

After start of operation of sewerage system, systematic utilization of sewerage facilities, which

include pipelines, pumping stations, and treatment plants, is required to collect wastewater without

delay and to treat it adequately to maintain satisfactory final effluent quality. Main points for proper

operation and maintenance of sewerage system are summarized below.

(The following description referred to “Tentative Guidelines for Optimization of Operation and

Maintenance of Sewage Works in Developing Countries” [Infrastructure Development

Institute-Japan])

3.6.1 Sewerage Ledgers and Records

In order to ensure adequate operation and maintenance of sewage works, it is essential to grasp the

location, scale, and shape of facilities. The inventory or sewerage ledger provides fundamental

information necessary for this purpose. A ledger should be developed for pipes, treatment plant,

pumping station, and other facilities related to sewerage. Development of sewerage ledgers enables

clear definition of the sewerage service area and users, which is important to achieve thorough

collection of sewage service charges.

Reference materials to be filed and confirmed when developing the ledger are as follows:

a) Sewer system

Pipe network map

As-built plans (plan and longitudinal sectional views of the system)

Flow calculation

b) Pumping station and treatment facilities

Drawings (general plan, detailed plan, equipment assembly drawing, electrical equipment

drawing, connection diagram, elementary wiring diagram, material list, accessories, spare parts

list, etc.)

Various calculations (hydraulic and capacity calculations)

Operation manual (including the equipment part type, type number and supplier list)

Additionally, it is recommended to prepare and control the following records so that they can be

referred any time.

Maintenance and inspection records

Operation records

Water quality control records

Accident and complaints records

The records retain the operation status and maintenance/inspection history of facilities, and provide


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the important information necessary to enhance the subsequent operation and maintenance level, that

is, adjust operation or develop the facility improvement plan. In certain cases, findings from

operation and maintenance must be fed back to planning and design to achieve fundamental

solutions of a problem that has occurred once. For such evaluation, the records are indispensable.

3.6.2 Operation and Maintenance of Sewer Systems

Sewers are the backbone of sewerage facilities. Being mostly underground structures, their

abnormalities are more difficult to predict and detect than those at treatment plants or pumping

stations. On the other hand, any abnormality in conduits causes accidents directly affecting city

activities and civil life, such as inundation of sanitary wastewater, road collapse, etc. Positive

promotion of operation and maintenance of sewers contributes to reduce damage caused by accidents,

to prevent increases in treatment costs caused by infiltration inflow, and to enhance asset utilization

effects through extension of the practical service life of sewers. From the long-term viewpoint, this is

advantageous economically.

Figure 3.17 shows O&M flow of sewer system. Operation and maintenance of sewers involves

adequate implementation of maintenance inspections, cleaning, dredging, renewal, and repair along a

flow series.

<O&Minformation>・Inspection record・Complaints, roadcollapses, inundationrecord・Cleaning, repair,effluent regulationmeasures history

Survey of existing information

Cleaning / dredging

Overall review ofmeasure

<Pipeline diagnosis>・Record of TVcamera survey・Visual surveyrecord・With/without I/I(infiltration / inflow)

<Other information>・Buying condition・Special conditions・Others

Detection of abnormalityMaintenance and

inspection

Ledgers and records

Planned O&M

<Facilityinformation>・Facilities structureand pipe type・Year of installation・Service start year・Year of renewal・Flow tableetc.

Guidance on sourceenterprise

Review of renewaland repair

Source: Tentative Guidelines for Optimization of Operation and Maintenance of Sewage Works in Developing Countries, IDI, Japan

Figure 3.17 O&M Flow for Sewer System


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The example of maintenance, inspection and investigation cycle for sewer system is shown below.

Table 3.25 Maintenance and Inspection Cycle for Sewer System (Example) Items

Elapsed Years after Start of Operation

Manhole, Pipe

Inverted siphon

Manhole type

pumping Station

House inlet,

Storm- water inlet

Gate

Maintenance and

Inspection

0～30years Every 3 years Yearly Monthly

Every 3 years

Every 6 months

More than 30 years

Yearly


Table 3.26 Survey Cycle for Sewer System (Example)

Items Place Elapsed Years after Start of Operation

Cycle Remarks

Visual survey (manhole inspection)

Manhole and connected pipes

0～30 years Every 5 years

More than 30 years Every 3 years

TV camera survey Less than

Dia.800mm 0～30 years Every 10 years Including Service Lateral

More than 30 years Every 7 years Ditto


Table 3.27 Cleaning Cycle for Sewer System (Example) Items Elapsed Years after Start of Operation

0～30 years More than 30 years

Pipe Every 5 years Every 5 years Manhole Every 5 years Every 3 years Inverted siphon Yearly Yearly Manhole type pumping Station Every 3 months Every 3 months House inlet, Storm- water inlet Every 5 years Every 5 years Service Lateral Every 15 years Every 5 years

Gate Yearly Yearly


3.6.3 Operation and Maintenance of the WWTP

The objective of O&M of the WWTP is to meet effluent standards or targeted water quality through

full demonstration of wastewater treatment functions, thereby contributing to securing of public

hygiene and conservation of the quality of public water bodies. Figure 3.18 shows O&M flow of

WWTP. O&M of WWTP should involve adequate implementation of operation control, maintenance

and inspection, renewal, and repair according to the work flow. Each work should be coordinated for

planned and preventive O&M.


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<Information related tofacilities and equipment>・Capacity andspecifications of facilities・Year of installation・Year of renewal/repair・Detail information ofinstallation and renewal/repair in each year etc.

Reserch on existing information

Maintenance

Overall review ofcountermeasure

<Information related toO&M>・Daily inspection record・Regular inspectionrecord・Accident, failure, andabnormality history・Operation history・Renewal/repair history etc.

<Other information>・Detail of change in plan・Step-by-step (staging)development plan・Various technicalstandards and guidelines・Current technology level etc.

Detection of abnormalityMaintenance and

inspection

Review of renewaland repair

Development of ledgersand records

Operation control

Planned O&M


Figure 3.18 O&M Flow for WWTP

(1) Appropriate number of O&M staff

As the appropriate number of O&M staff to be assigned to WWTP varies depending on the treatment

method and scale, degree of automation, etc., it is essential to consider staffing according to the

situation. Required number of O&M staff for C1 WWTP is shown below. Before start of operation,

YCDC have to recruit necessary staff and establish effective organization utilizing out-sourcing if

necessary.

Table 3.28 Number of O&M Staff for C1 WWTP (Draft) Position/Designation Number Remarks

Manager 1

Process Engineer 1

Mechanical Engineer 1

Electrical Engineer 1

Water Quality Engineer 1

Mech.& Elec. Technician 6 (2×3shift)

General worker 4

Administration Clerk 1

Driver 1

Guard 3 (1×3shift)

Total 20



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(2) Operation record

In order to ensure efficient control of plant operation, it is indispensable to record operating

conditions in daily and monthly logs and to evaluate the conditions. The types and contents of

operation records are shown below.

Table 3.29 Types and Contents of Operation Records Type Contents

Daily operation log Record of the operating conditions and results of the day on the basis of indicated data of monitoring equipment in the monitoring room and job site. It basically contains the following data:

a. Treatment results b. Items directly related to operation costs, including electric power, chemicals, etc. c. Compulsory matters, such as legal regulations, etc. d. Operating conditions of principal facilities and equipment

Daily operation report Summarizes principal items on the basis of daily operation log to understand and report on operating conditions of the day

Monthly operation report and year book

Used as reference data for operation methods and the facility/equipment improvement plan. The daily operation log is summarized in the monthly report, and the monthly operation report is summarized in the year book.


The important thing in the WWTP is to check the site every day to get a feel for any changes

(abnormalities). If well-experienced, the staff can achieve considerable effects through such simple

checks as those outlined below.

Table 3.30 Sensory Inspection Visual Inspection Check condition of treatment facilities and activated sludge. Check

for equipment failure

Auditory Inspection Check for any abnormality in equipment

Smell Inspection Foul odor, scorched odor

Touch Inspection Feel operation temperature of equipment, check for vibrations


(3) O&M for equipment

WWTP involves a lot of mechanical and electrical equipment and should be operated under adequate

condition at all times with realization of mechanism, specification and characteristics of equipment.

For proper operation of equipment, it is important to carry out: 1) Rearrangement and filing of

operation manuals and specifications, 2) Development of equipment standard operation procedure, 3)

Development of counteraction system during normal, abnormal, and emergency cases etc. In

addition to daily maintenance work, periodical repair and overhaul is necessary.

As an example, typical check items and frequency of the pump are shown below


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Table 3.31 Typical Check Items and Frequency of the Pump Check items Check content Frequency

Current and pressure check Ensure current and pressure are normal

Daily

Abnormal sound and vibration check

Check for abnormality Daily

Leakage check Check for leakage Monthly

Inspection and cleaning of float switch Operation check Monthly

Appearance check by lifting the pump Check for abnormality Every 3 months

Check of lubrication oil condition Foulness and amount Every 3 months

Lubrication oil change － Yearly

Overhaul Wear of rotating slide section

Irregular (approximately every 2 years)


(4) Water quality monitoring

In the WWTP, efforts should be made to maintain treatment functions properly, to observe the

regulations related to water quality and to conserve the receiving water body. Water quality

monitoring should be undertaken as required to determine the adequacy of the treatment plant and to

observe the regulations. Monitoring records should be maintained and stored. Typical examination

items and frequency for WWTP are shown below.

Table 3.32 Typical Examination Items and Frequency of Wastewater Treatment Frequency

Objects Daily Check

Periodical Check （More than every month）

Wastewater inflow appearance, odor, water temperature, transparency, pH

BOD, SS

Aeration tank (Activated sludge method)

appearance, odor, SV (sludge volume), water temperature, DO (dissolved oxygen), MLSS (mixed liquor suspended solids)

microorganisms dimension, MLSS

Effluent of Final sedimentation tank

appearance, transparency, pH Nitrate nitrogen*, ammonia nitrogen* （*: simplified test）

BOD, SS, nitrate nitrogen, ammonia nitrogen

Final effluent (refer to legal regulation)

appearance, transparency, pH, residual chlorine BOD, SS, COD (nitrate nitrogen, ammonia nitrogen）

Source: Guidelines for Planning, Design and O&M of Small Scale Sewerage System, Japan Sewage Works Association

Table 3.33 Typical Examination Items and Frequency for Sludge Treatment Frequency

Objects Category

Remarks Daily As appropriate

Sludge thickening facility

thickened sludge

appearance water temperature, pH, TS (total solids)

supernatant pH, SS COD, TN (total nitrogen), TP (total phosphorus)

Sludge dewatering facility

dewatered sludge

appearance moisture content, coagulation test※

※in case of moisture content rise

supernatant SS COD, TN (total nitrogen), TP (total phosphorus)

Source: Guidelines for Planning, Design and O&M of Small Scale Sewerage System, Japan Sewage Works

Association


4-1

CHAPTER 4. COST ESTIMATION AND IMPLEMENTATION SCHEDULE

Basis for facility design and components of construction of C1 sewerage system are shown in the table

below.

Table 4.1 Basis for Facility Design and Components of Construction of C1 Sewerage System

Categories Items Details

Basis for Facility Design

(1) Target Year 2040

(2) Service Area 499 ha

(3) System Separate system

(4) Service population 178,129 person

(5) Design flow 64,300 m3/d (Daily Average) 70,200 m3/d (Daily Maximum) 102,900 m3/d (Hourly Maximum)

(6) Design Sewage

Characteristics

BOD5 200 mg/L SS 180 mg/L

Components of

Construction of C1

Sewerage System

(1) Sewer system Trunk Main（HP） Dia 1500mm: 550m

Dia 1100mm: 970m Dia 1000mm: 600m Dia 900mm: 600m Dia 700mm: 5,650m Dia 600mm: 2,430m Dia 500mm: 2,820m

Branch sewer（HDPE） Dia < 500mm: 45,000m

House Connection（HDPE） Dia 100mm: 9000 Nos

(2) WWTP

＞Remodeling of existing facility ＞New construction of expansion facility


4.1 Condition of Cost Estimation

Based on condition mentioned below, the Project cost is estimated.

The project cost comprises construction cost, administration cost, consulting cost, contingency

(physical and price escalation), land acquisition and compensation, interest during construction,

commitment charge and relevant tax.

The project cost is composed of the local currency potion (L.C.) and foreign currency portion

(F.C.).

Administration cost in recipient country is assumed to be 5.0 percent of the construction cost.

Consulting cost is estimated based on man-months of consulting services.

Physical contingency is considered as 5.0 percent of total of construction cost, consulting cost,


4-2

land acquisition and compensation.

Price escalation of 6.1 percent per annum for the local currency portion and 1.2 percent per

annum for the foreign currency portion are applied and estimated based on implementation

schedule.

The base period of cost estimation is June 2013 and the exchange rate considered is 1 Kyat=0.114

Yen, 1 USD=101.1 Yen and 1USD=885 Kyat.

Interest during construction is estimated taking into consideration that Project cost is financed by

Japanese ODA loan. (Loan condition: Preferential terms / Standard, Interest rate of main

components=0.01%, Interest rate of consulting services=0.01%, Repayment period=40year,

Grace period=10year)

Commitment charge is not added.

Instead of VAT, commercial tax rate is added in Myanmar and rate is 10%. Import tax is 2.0%.

Construction cost, consulting cost, contingency (physical and price escalation) are eligible

portions while interest during construction, administration cost, land acquisition and

compensation, and relevant tax are non-eligible portions taking into consideration that Project

cost is financed by Japanese ODA loan.

Project cost will be determined based on JICA’s guideline at the time of loan and it has possibility

to change.

4.2 Condition of Construction Cost

It is possible to procure civil and building material, labour and construction machine within the

country and the procurement in local country is set as basic policy for project cost estimation.

The mechanical and electrical equipment is basically procured from overseas including third

country; such as European Union (EU) etc. The equipment will be procured with consideration of

quality, performance, economical efficiency and O&M, etc.

The local contractors have enough experiences and ability for normal civil engineering work. On

the other hand, they are not experienced in the specialized project regarding water supply and

sewerage. However, Japanese experts and foreign experts are staffed in implementation system of

the Project and construction is conducted by the local contractor.

The local contractors don’t have any experiences in the construction methods of pipe jacking and

shield. The unit cost of these construction methods is collected from Thailand where many

contractors have relevant experiences.

The construction plan is established with the considerations of local natural condition

(topographic aspects, geotechnical condition and meteorological condition) and

legislation/custom.


4-3

4.3 Cost Estimation of the Project

Table 4.2 Project Cost

Table 4.3 Construction Cost





4-4

4.4 Implementation Schedule

If the Project is financed through Japanese ODA loan, the Government of the Republic of the Union of

Myanmar must follow JICA procurement guidelines for the selection of the consultants and

contractors to implement the Project.

Implementation schedule starting from signing of Loan Agreement has been developed as shown in

Table 4.4. taking into account necessary steps that would be required. Implementation of the project

has been estimated to extend over 105 months (8.8 years) in total. Herewith Loan Agreement should

be signed in the beginning of 2014 for operation to start in 2022.



4-5

Table 4.4 Implementation Schedule

Period Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 Year 7 Year 8 Year 9

Signing of L/A -

Selection of Consultant 9

months

Detailed Design 15

months

Preparation of Specification

& Bidding Documents

11

months

Selection of Contractor 9

months

Construction Works 68

months

Trial Operation Period 12

months


Duration necessary for selection of the consultant and the contractor has been decided considering the

JICA’s standard procedures and estimated as 9 months for selection of the consultants and 9 months

for selection of the contractor, respectively. Detailed implementation schedule are shown in Table 4.5

and Table 4.6

Table 4.5 Detailed Implementation Schedule of Selection of Consultant Month Period 1 2 3 4 5 6 7 8 9

Preparation of shortlist and request for proposal

2 months

Concurrence to request for proposal by JICA

1 month

Issuing request for proposal to consultant

1.5 months

Evaluation of proposals 1.5 months

Concurrence to evaluation by JICA 1 month

Contact negotiation with candidate 1 month

Concurrence to contract by JICA 1 month

Contract award -


Table 4.6 Detailed Implementation Schedule of Selection of Contractor Month Period 1 2 3 4 5 6 7 8 9

Concurrence to bidding documents by JICA 1 month

Bidding period 2 months

Technical evaluation and Price evaluation 2 months

Concurrence to technical evaluation and price evaluation by JICA

1 month

Contract negotiation with candidate 2 months

Concurrence to contract by JICA 1 month

Contract award -


Duration necessary for construction works has been planned to ensure the proper execution of the


4-6

work considering conditions including ability of contractors, procurement of materials and labor force,

manner of construction in Myanmar and construction scale. The construction schedule is mainly

estimated according to procedure and working volume of construction such as excavation and concrete

casting since there is rarely restriction regarding procurement. Implementation schedule of the

construction has been estimated to extend over 68 months in total and shown in Table 4.7.

Table 4.7 Detailed Implementation Schedule of Construction Works Year 1 Year 2 Year 3 Year 4 Year 5 Year 6 WWTP Term-1 for Expansion Civil and Architecture Works Mechanical and Electrical Works

Term-2 for Replacement of the existing facility

Civil and Architecture Works Mechanical and Electrical Works

Trunk Sewer Trunk Main Branch sewer and house connection

Testing and commissioning Source: JICA Study Team

One year of trial operation period including on the job training is planned after the construction so that

YCDC, which is responsible for operation and maintenance, takes over operation of the constructed

facilities smoothly.

4.5 Consulting Service

If this Project is financed through Japanese ODA loan, the procurement procedure of

Design-Bid-Build contract applying “FIDIC Conditions of Contract for Construction Multilateral

Development Bank (MDB) Harmonized Edition for Building and Engineering Works Designed by the

Employer” is a common practice for the construction project. In the procurement of Design-Bid-Build

contract, detailed design and supervision of the construction works is done by the consultants.

Consulting services including the followings will be required for smooth implementation of the

Project by assisting YCDC, the executing agency.

Implementation of detailed design

Preparation of tender documents for the contract

Assistance in tender/qualification evaluation and contract negotiation

Supervision of the construction works

Technical assistance of management, operation and maintenance


4-7

The consultants are composed of international and local experts. The local experts should support

international experts in all the activities of the Project. The proposed work schedule of the consultants

should accord with the implementation schedule. Required international and local experts along with

man-months for consulting services for the implementation of the Project are presented in Table 4.8.

Based on the estimation of required man-months, of international experts and

of local experts would be required for assisting the executing agency for implementing

the Project.

Table 4.8 Man-Months for Consulting Service



4-8

4.6 Estimation of O&M Cost

The required operation and maintenance cost for sewerage works is shown below. The O&M cost

comprises labour cost, electrical cost, maintenance cost (check and repair), sludge cake disposal cost,

consumable supplies cost and other cost. The annual total cost of operation and maintenance is

approximately 1,118 thousand USD (110 million JPY).

Table 4.9 O&M Cost

Items Amount（thousand

USD/Year）

Labour cost 40.9

Electrical cost 281.6

Maintenance cost 543.6

Sludge cake disposal cost 89.2

Chemical cost 100.5

Cleaning cost for sewer 41.4

Others 21.1

Total 1,118.3


4.7 Operation and Index Indicators

Under the Yen ODA loan, post project monitoring is a requirement for any project. JICA will carry out

a post evaluation based on pre-determined indicators that measure the effectiveness and efficiency of

implementation and performance of the project. JICA adopts these so-called operation and effect

indicators tailored for each project at the time of loan negotiation. For the operation and effect

indicators, the project owner is required to carry out the baseline survey prior to the implementation of

the project. In two to three years after the completion of the project, the JICA will undertake the

post-evaluation to compare the impacts realized by the project. Usually operation indicators measure

the realized capacity of the project in relation to the planned design, while effect indicators measure



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the performance of the project in relation to the original objectives of the project.

The proposed project for C1 sewerage zone covers around 5% of the entire population of the city.

Therefore the impact of the project to the overall riparian environment of the city is not substantial.

The importance of the project is rather to set the standard for the future similar projects to be

implemented. The proposed operation and effect indicators are shown in Table 4.9 and 4.10

respectively. The first four operation indicators of Treatment Capacity, Plant Utilization, Pollutant

Removal Ratio (BOD5, COD, TSS), and Service Population Coverage measure the achievement of

project implementation in relation to the planned capacity and operation targets. The first three targets

are related to the operations of the treatment plant. The fourth indicator of population coverage

measures the achievement in the sewer network construction. The fifth indicator of Tariff Recovery is

an indicator for operation achievement of the project.

Table 4.10 Operation Indicators

Operation Indicator Definition Planned Target Note

Treatment Capacity Achieved Treatment Capacity / Planned Treatment Capacity

100%

Plant Utilization Average Treated Volume / Planned Treatment Capacity

70%

Pollutant Removal Ratio (BOD5, COD, TSS)

Effluent Measurement / Influent Measurement

BOD5: 90% COD: 75% TSS: 90% (Lower Limit Value)

Service Population Coverage

Service Population / Planned Service Population

90% The target value for service connection is set at 90%.

Tariff Recovery

At least 90% Tariff recovery can be regarded as public support for wastewater treatment system.


The proposed project is small in its scale. It is not possible to expect for the citywide impacts.

Therefore the main effect indicators are limited to the project scope itself such as FIRR and EIRR.

Nevertheless, the realization of tariff system for the first full sewerage treatment system with separate

sewer network in Yangon needs to be regarded as a model case for the future. In this regard, the

realization of tariff system is set as an effect indicator.

Table 4.11 Effect Indicators

Effect Indicator Definition Baseline Value Note

Introduction of Sewerage Tariff

Currently free sewerage service will be reformed as fee based service

Minimum Target USD0.1/m3

Public awareness is generated to support fee-based sustainable service in the future.

Returns on Investment

Financial and Economic Internal Rates of Return on Investment

FIRR: 0.98% EIRR: 6.2%

The baseline FIRR is based on the assumed tariff thus readjustment is required for actual tariff realized.



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4.8 Organizational Structure for Implementing the Project

4.8.1 Organizational Structure for Implementing the Project

An organizational structure for the Project consists of Project Executing Agency (PEA), Project

Management Unit (PMU), Project Coordination Committee (PCC).

Table 4.12 Organizational Structure, Role and Responsibility

Project organization Institutions responsible Role and responsibility

Project Executing Agency: PEA YCDC DEWS Comprehensive management of project implementation according to a loan contract

Allocation of budget Guidance to project management

unit

Project Management Unit: PMU YCDC DEWS Project management Supervision Monitoring and coordination Budgetary management

Project Coordination Committee：PCC

Regional government, YCDC, Ministry of Environment, Ministry of Construction

Project coordination for planning and implementation


(1) Project Executing Agency（PEA）

YCDC shall be the PEA and responsible for overall supervision and execution of the Project. DEWS

will be responsible for water, sewerage and sanitation works. Main role and duty is to supervise

overall activities during the project implementation. In addition, DEWS will be responsible for

management and monitoring of the project activities by their expertise and specialized knowledge

from the technical view point.

The main functions of PEA will be as follows;

To be comprehensively responsible for the project implementation in accordance with a loan

contract

To coordinate and manage the Project activities

To establish a monitoring and evaluation system that would track the progress of the Project

To support the PMU for planning and implementation of project activities technically and

financially

To Provide timely feedback on project planning and implementation to PMU

To report to the government on the overall progress of the Project

To call regular meetings for the duration of the Project, and special meetings should the need arise


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(2) Project Management Unit (PMU）

A PMU shall be established within DEWS and shall be created in the DEWS as a principal entity for

the project implementation. PMU is an ad hoc entity to be established for the project implementation.

PMU is aimed at enhancing management and monitoring of the project, and be an independent

organization to implement the specified project during the limited period. It will be headed and staffed

by a full-time Project Director (PD), probably by the Chief Engineer, and creates the project office

consisting of the staff members of technical section, management section, and administration section

in the DEWS of YCDC.

PMU shall be tasked with managing and monitoring the day-to-day activities of the project at the field

level. The Project Director has a responsibility and authority for overall activities including

coordination between sections and construction companies to ensure the progress of the project within

the implementation period. PMU will be managed under PEA and PCC.

The technical section supervises reduction of NRW and water quality management etc. The

management of waterworks section is responsible for improvement of water tariff, operational works

by using performance indicators, revenue collection. It is recommended that administration section

includes the function of finance and accounting for ensuring financial resources and smooth payment

works, of legal and contract management.

Main functions of PMU are shown as follows.

Supervising and monitoring the day-to-day project activities

Preparing project implementation and work plan and reporting the progress of the project with the

assistance of the consultant;

Arranging and supervising construction works

Arranging procurement of goods, works and services for the project

Organizing monitoring and evaluation activities;

Receiving and distributing funds for project activities

Maintaining accounts of the project and arrange audit

(3) Project Coordination Committee（PCC）

Project Coordination Committee: PCC is a supreme organization on project implementation. The

committee will be held regularly, for instance quarterly in addition to at the beginning of the project,

the terminal occasion. PCC shall be co-chaired by the project director and development affairs of

regional government. PCC coordinates the necessary issues for agreement, discussion and cooperation

on the project activities. It regularly reviews the progress of project activities and gives instruction and


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guidance for project implementation.

The main composition member of PCC will be development affairs of regional government,

department of finance, accounting, road and bridge of YCDC, and township offices and so on.

The main functions of PCC will be as follows:

Approving work plans and budgets for the project

Monitoring and reviewing progress of activities of various concerned agencies

Opening of regular meetings for committee

Coordinating stakeholders relevant to the project activities of other institutions, dispute settlement,

enhancing a smooth project implementation

Monitoring and reviewing the activity progress by the relevant institutions

Identifying problems and bottlenecks in course of implementing various activities by the

concerned agencies and suggest ways and means to solve those.

Identifying issues which need to be considered, discussed, coordinated

Coordinating follow-up actions

4.8.2 Division of Duties for PIA and Organizational Arrangement

(1) Organizational arrangement of project management unit

An organizational arrangement of PEA, PCC, PMU is assumed to be established as follows.


Figure 4.1 Organizational Arrangement for Project Implementation


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PMU should be created in order to ensure a smooth works for ODA loan and project implementation.

The composition of PMU likely consists of administration, financial and technical sections. It will be

effective to employ expert or specialized consultants in order to enhance the ODA procedure smoothly.

PMU generally consists of project manager, engineering manager, technical engineers, procurement

manager, financial manager, administration manager, accountants and so on.

Project director should have responsibility and authority of all activities such as planning, coordination

between sections, its management and so on. Also PD should have an authority to coordinate private

companies and supervise financial and accounting section of PMU as well in order to secure sufficient

financial resources and appropriate payment for smooth construction works.

(2) Staffing of Project Management Unit (PMU)

The following staffing for PMU is recommended. The duty of PD may be taken by Chief Engineer and

that of project manager may be played by Deputy Engineer or Assistant Chief Engineer. It is desirable

that these personnels is appointed from DEWS of YCDC from the viewpoint of capacity development

of staff members and synergy effects. The number of persons are not necessarily limited to this table,

and are just for indication.

Table 4.13 Staffing for PMU

Areas Position Section No.

Management

1 Project Director Chief Engineer 1

2 Project Manager Deputy Chief Engineer, or Assistant Chief Engineer

1

Technical section（including manager）

3 Engineer Distribution division（Civil 1）, Water quality section 1

3

4 Assistant Engineer Distribution division（Civil 1）, Water quality section 1

3

Waterworks management（including manager）

5 Sewerage tariff/ Revenue collection

Financial division 2

6 Plan for waterworks management Planning and monitoring division

1

Administration and Finance（including manager）

7 Finance and accounting Financial division 2

8 Administration Administration division 1

9 Procurement Administration division 1

Total 15



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(3) Technical level of executing agency and relevant experiences

DEWS has no experience to establish PMU for a development project before.

There are no engineers who know facility designing of ejector system well because the ejector system

was constructed in 1890. However the system has been utilized with improvements for long years, the

expertise and knowledge are taken over by YCDC staffs. Also the existing operational wastewater

treatment plant is designed and constructed by YCDC.

Therefore it is fair to say that expertise and knowledge on wastewater treatment including sewerage

has been accumulated for YCDC staffs. Meanwhile, the staffs in charge of designing water and

sewerage infrastructure in DEWS are very limited if available human resources in DEWS are

considered.

In terms of construction work experience, DEWS has contracted out to external local consulting firm

for design of Nyaunghnapin WTP (phase 2) and Lagunbyin WTP, even these are experience of water

infrastructure. The local consulting firm has a resource person who is an executive and is used to work

at DEWS of YCDC and he also designed water treatment plant in phase 1. The pile driving works of

Lagunbyin WTP has been carried out by contracting out to a local construction firm. DEWS has

despatched some engineers for supervising the construction works of Nyaunghnapin WTP (phase 1and

2) and pile driving works of Lagunbyin WTP and employ many daily labours.

In this sense, DEWS has experiences of the construction of water infrastructure and the supervising

works, it can be said that DEWS has some experience of project management at a certain level.

4.9 Remarks for Project Implementation

In this section, issues on procurement methods to be necessarily considered is described and proposed

in case of implementation of a water supply/ sewerage development project financed by ODA Loan.

4.9.1 Procurement Environment of Relevant Experiences of the Myanmar Side

(1) General environment of local construction companies.

In Myanmar, after the democratization, local companies who have experience in civil construction

works mainly in Yangon city has increased and it can be said that their technical level reached to a

certain level. In that civil and construction works, local engineers and skilled workers are engaged.

Meanwhile, it can be recognized that local private firms who have experiences of construction works

in water and sewerage sector are very limited according to the interview survey etc. One of the reasons

is that YCDC has directly conducted the construction works of water and sewerage infrastructures in

Yangon city managed by YCDC, by appointing some YCDC engineers and employing daily contract


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labours. There are, however, some local companies engaged in construction works of water and

sewerage facilities in other cities such as Mandalay.

Thus, a joint venture with these local firms having experiences of water and sewerage sector

construction works or utilization of local subcontractors of civil construction firms could be effective

ways for Japanese construction firms to implement the project smoothly and reduce the costs

efficiently. In addition, domestic pipe manufacturing firms can be seen in Myanmar, even though the

number is very limited.

Information on local construction firms and local materials manufacturing firms are indicated in the

following table.

Table 4.14 Information on Local Construction Firms and Local Materials Manufacturing Firms

Company Outline

[Design and Construction Works]

Authentic Group of Companies

Establishment：Field： Experience： Size： Others：

2010 Design of water, sewerage and drainage system, construction, trading, import and sales, water and sewerage, since 2012. 3 years’ experience in the above fields Small and medium The firm has an executive who designed Nyaunghnapin WTP and pumping stations Water treatment plant in Naypyidaw and private wastewater treatment.

Waterworks Engineering Group Services Company Limited (WEG)

Establishment： Field： Experience： Size： Others：

2004 Design of water and wastewater system, construction, water quality test The main activity is water quality test, others are import and sales of wastewater treatment facilities, borehole drilling for well. The firm has experiences in groundwater development and water supply facilities for private firms. Small and medium The firm has a laboratory, namely ISOTECH, which was utilized by JICAs activity.

Supreme Group, water doctor related to water activities

Establishment： Field： Size： Others：

1990s Water related activity (water and sewerage treatment, water treatment plant), construction, trading, fertilizer, pesticide Small and medium The firms started import and sales of small water filtration equipment and currently expands to sell various types of water filtration machines. A subsidiary company, water doctor, was established in 1994 aiming water treatment, plumbing, construction works etc.

Dagon International Company Limited

Field： Experience： Others：

Estate development, land development, construction, woods selling business, agriculture and plantation, hotel, hospitality and second hand vehicles sales, etc. The firm was started as estate developer, currently civil works is one of their activities. The firm is one of the largest Burmese


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Company Outline

conglomerates

Chan Tha Construction Establishment： Field： Experience： Size：

1990s Estate development, construction Experience of civil works Large construction contractor

Royal Gandamar Construction Co., Ltd

Establishment： Field： Experience： Size： Others：

2006 Civil works, mainly railway construction works Many experiences such as civil works of station and railway construction Middle-size construction contractor The firm has a concrete block factory for railway construction works except for construction works

[Manufacturing and sales of Materials]

Tokyo Pipe Co., Ltd Field： Experience： Size： Others：

Pipe sales and manufacturing Only one HDPE pipe manufacturing firm in Myanmar Large pipe manufacturing firm The firm has the largest factory in Myanmar, and produces pipe products by using machineries made in China and Germany. HDPE pipe manufactured in Tokyo Pipe has been applied for Nga Moe Yeik (Phase 2) construction works. Their activities focus on only pipe manufacturing and sales, not construction works.

Po Seng Pipe Co., Ltd Field： Experience： Size： Others：

Manufacturing pipe, construction Pipe installation works in Naypyidaw Large manufacturing company Company size is smaller than Tokyo Pipe co., Ltd but is famous in Myanmar. The strong point in comparison to Tokyo Pipe co., Ltd is that they can provide services with construction works as well.

Han Sein Thant Engineering and Trading Co., Ltd

Field： Size： Others：

Import and sales, and installation works of pump Small and medium Providing services of only installation of machineries. Sales agency of KSB pump.


(2) Local Procurement Environment

Materials and equipment for sewerage system construction are basically procured from Myanmar,

however in case of difficulty of domestic procurement, procurement from third countries and Japan

may be assumed. The procurement environment of main materials and equipment, and construction

machineries are shown in the following table.


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Table 4.15 Procurement Environment of Main Materials and Equipment, and Construction

Machineries

Myanmar Japan Third Country

Cement 〇 Aggregate 〇 Reinforcing bars 〇 Fuel (gasoline/diesel) 〇 Form work materials 〇 Ductile cast iron pipe 〇〇 u-PVC pipe 〇 HDPE pipe 〇 Painted Steel pipe 〇〇 Valves 〇〇 Water meter 〇〇 Screw steel pipe pile with toe wing 〇 Base course 〇 Asphalt 〇 Scaffolding and support materials 〇 Sheet pile and earth retaining materials 〇〇 Mechanical equipment (pump) 〇〇 Electrical equipment (panel) 〇〇 Monitoring and instrumentation 〇〇

Construction machineries Myanmar Third countries Japan

Backhoe 〇

Track crane 〇

Track equipped with crane 〇

Dump truck 〇

Automobile sprinkler 〇

Grader 〇

Roller mobile for compaction 〇

Asphalt finisher 〇

Concrete pumper truck 〇

Vibration roller 〇

Tamping machine 〇

Pavement cutter machine 〇

Cutter machine for reinforcing steel bar

〇

Processing machine for reinforcingsteel bar

〇

Generator 〇

Air compressor 〇

Submersible pump 〇

Drilling machine（Non-suspension）〇

Vibrohammer pile-driver 〇



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4.9.2 Bidding Methods and Setting of Contract Conditions

The project requires a high technical level, and the procurement by international bidding is appropriate.

A general procedure of international bidding is indicated as follows.

1. Publicly advertisement is done to construction firms for prequalification through newspapers, etc.

2. Tender documents is distributed to the prequalified firms

3. A proposal is submitted by firms who received tender documents according to the contents of tender documents on the determined date and venue

4. A successful bidder that is eligible for contractual negotiation among all the bidders is decided through the bidding procedure such as confirmation of bidder documents, opening, contents evaluation, etc.

5. A successful bidder has a contractual negotiation with the executing agency of Myanmar as a client.

6. A successful bidder make contract with the executing agency of Myanmar

7. The construction works is started

8. The necessary investigation are conducted at each stages of the works

9. Preliminary operation of completed facilities is implemented, and the firm obtains consensus from the Myanmar side.

10. Water/ sewerage facilities are handed over to Myanmar side

11. The firm needs to respond any actions during the warranty period

12. The final investigation is conducted at the end of warranty period

13. The firm obtains a final consensus from Myanmar side then finally hands over the facilities.

4.9.3 Selection Policy for Consulting Firms

Quality and Cost Based Selection (QCBS) is recognized appropriate for selection of consulting firms.

QCBS is a selection method considering quality of a proposal and cost of service, so it is

recommended for the selection of consulting firms particularly for the project, which requires a high

technical level.

For instance, the first step is to select 3-5 consulting firms that meet the following criteria, and to make

a short list.

① To have consulting experiences of overseas projects in the relevant sector

② To have experiences on acceptance of order for consulting in south-east or south Asian countries

③ To have experiences of the Japanese ODA projects

The invitation letter for the project will be sent to all short-listed consulting firms. In case of QCBS, a

submission of technical and cost proposals are required. At first, evaluation of the technical proposal

will be implemented in accordance with the following criteria.

① General experiences of consulting firms in the relevant areas which is indicated in Terms of


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Reference (TOR)

② Appropriateness of the proposed approach, methodology and a work plan

③ Staff’s experiences and achievements

The cost proposal will not be opened and sent back to a consulting firm in case that; 1) the evaluation

result of technical proposal of a consulting firm does not reach to the minimum scores required for

passing, or 2) a consulting firm does not meet the requirements indicated in the invitation letter for the

submission of proposal.

The cost proposal will be opened only if a consulting firm meets the minimum scores of technical

proposal. Total scores will be calculated by considering weighted value of both technical and cost

scores, then the final rank will be determined based on the total scores.

4.9.4 Selection Policy for Contractors

(1) Pre-Qualification（P/Q）

This project requires high technical level, so that invitation for bids should be targeted on the

technically and financially capable contractors. Prior to the bidding, pre-qualification procedure is

necessary. Prequalification needs to consider the following issues in order to judge on whether

candidate bidders are capable for meeting the specified contract or not.

① Experience and achievement in the similar contracts

② Capability of staffing and equipment

③ Financial situation

(2) Bidding System

Two Envelop Bidding could be appropriate for the selection of contractors. The bidding system

requires submission of technical and cost proposals separately and simultaneously. At first, technical

proposals are opened and considered to check whether the engineers meet TOR or not. After the

consideration, the cost proposals from only the successful bidders who meet the minimum requirement

is opened.

If technical proposal does not meet the minimum requirement, the cost proposal is returned to the

bidders. Two Envelop Bidding is desirable for enhancing cost competition between only qualified

bidders and for securing the quality.


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CHAPTER 5. Capacity Development Plan

5.1 Outline of Capacity Development

5.1.1 Concept of Capacity Development

Capacity development is defined as “the process by which individuals, organizations, institutions, and

societies develop abilities to perform functions, solve problems and set and achieve objectives” by

JICA. Capacity development not only in technical aspects but also in overall organizational aspects

including management and financial issues is essential for water and sewerage utilities to operate their

organization and infrastructure facilities on sustainable basis. In order to support this, capacity

development at individual and social level also plays a crucial role.

Source: JICA（2008）Capacity Assessment Handbook

Figure 5.1 Concept of Capacity Development

5.1.2 Capacity Development Methods

A training mechanism and capacity development methods are indicated as the following figure.

Capacity development should follow a utility’s basic policy for human resource development and a

result of needs assessment. Main methods of capacity development are the following three: (1) OJT,

(2) Off-JT, (3) self-development.

OJT enhances capacity development of necessary technology and capability through a form of training

on practical works and trial and error in a normal working situation. Off-JT is a form of training

receiving external lectures or education either inside or outside of utility. Self-development is a form

of training to develop own capability by individual learning.


5-2

Source: JICA (2008) Capacity Assessment Handbook

Figure 5.2 Capacity Development Mechanism and Methods

For effective capacity development of YCDC, a combination of all types such as OJT, Off-JT and

self-training is essential. Currently the training subjects of YCDC central training center is limited to

general engineering and accounting etc., so that a training opportunity on wastewater treatment

including sewerage and sewerage works management is very few. Since the development of

wastewater treatment is still in the initial stage particularly in Yangon city, cultivation of experienced

trainers capable of giving guidance and acquisition of broader and deeper knowledge and technology

by trainers are necessary. From the long-term view, it is expected to nourish resource persons

effectively, and it is needed to ensure that they teach obtained knowledge and experiences to the next

middle or young staff members. At the same time, creation of incentive mechanism and awareness

rising, and development of surrounding environment where the obtained lessons learnt by training are

effectively utilized are necessary.

At the initial stage, it is considered that the assistance of dispatch of external experts by aid agencies

etc. and a technical cooperation project are useful for entire capacity development.


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5.2 Necessity of Capacity Development

Currently, development of wastewater treatment in Yangon city remain at low level in overall, capacity

development at all level such as individual, organizational and society are essential for improvement

of wastewater treatment situation. Sanitation division should put the priority on institutional

development, development of legal and regulatory frameworks, IEC activities for local people aiming

at enhancement of developing wastewater facilities including improved septic-tank. In addition,

development of business management basis, improvement of operation and maintenance, and

strengthening financial management are important in order to shift the utility’s constitution to

customer-focus “service provider” before entire development of sewerage system.

Considering these situation and succeeding 5 or 10 years after, there are various areas in technical,

managerial and financial for capacity development of staff members in Sanitation division.

In sewerage and drainage sector, the main areas for capacity development of Sanitation division for

short-term up to 2025 are summarized as following table. Priority is given to the training areas in the

range of high and low.

Table 5.1 Necessary Training Areas for Capacity Development of YCDC

Large Small Training Subjects for Capacity Development

Priority

High Low

Technical Capacity

(Technical Aspect)

General 1. Sewerage treatment basic 2. Development of assets database of sewerage facilities 3. Information management system （SCADA）

Design

4. Design of sewage pipeline facilities 5. Design of sewage treatment facilities 6. Design of electrical and mechanical equipment 7. Design of improved septic tank

O&M

O&M of treatment and pumping facilities 8. - Development of water treatment and sludge treatment plan 9. - Development of an operational plan for equipment 10. - Recording and management of operation (daily, monthly, yearly) 11. - Development of repair and maintenance of mechanical and

electrical equipment

12. O&M of mechanical and electrical equipment 13. Development of rehabilitation and renovation work plan 14. Continuous and efficient management of treatment facilities

O&M of pipeline facilities 15. - Inspection and survey of pipeline infrastructure 16. - Cleaning and dredging of pipeline facilities 17 - Rehabilitation and repair of pipeline facilities 18. - Recording and management of O&M 19. - Continuous and efficient management of pipeline facilities 20 Development of O&M manuals 21. Operation and maintenance of septic tank, and collection of sludge

Water quality

management

22. Development of water quality management plan 23. Usage and O&M of water quality analysis equipment 24. Implementation of water quality test 25. Implementation of water quality test of industrial effluent 26. Recording and analysis of water quality data and reporting

Core-Capacity （Non-technic

Institutional issues

27. Organizational arrangement and expansion 28. Definition of duties and responsibilities 29. Human resource management


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Large Small Training Subjects for Capacity Development

Priority

High Low

al Aspect）

30. Human resource development plan 31. Good governance and prevention of corruption

Management/ Business efficiency

32. Development of plan and strategy for short-, middle- and long-term.

33. Setting of performance indicators (PIs) and waterworks management

34. Performance monitoring and evaluation 35. Computerization of business operation, and processing and editing

of data

36. Quality management（ISO9001, ISO14001） 37. Public procurement management and construction supervision 38. Industrial health and safety

Financial performance

39. Budgetary planning for wastewater treatment 40. Consideration of sewerage tariff policy 41 Socio-economic situation of local people and sewerage tariff 42. Setting of sewerage tariff and cost analysis, projection of profit and

loss

43. Billing and collection of sewerage tariff 44. Assets management

Public & Society

45. Social responsibility and accountability 46. Customer service and public relation 47. Household awareness survey (public health, development of

sewerage facilities, existing sewerage work service)

48. IEC activities to residents on public health and environmental conservation

49. Development of IEC materials 50. Public awareness of improved septic tank/ on-site compact

treatment facilities (Johkaso) and PR activities of a funding subsidy system

51. Public awareness on development of sewerage system 52. Guidance on installation of small-scale wastewater treatment

facilities (e.g. community plant) (large scaled development area)

53. Guidance on installation of wastewater treatment facilities for high rise building

54. Participatory development and gender

Surrounding Environment

Law & regulator system

55. Establishment of policy, laws and regulatory framework on sewerage and drainage sector

56. Law and regulatory framework of planning, construction, operation, management and supervision for wastewater treatment facilities (including sewerage)

57. Standards and institutions of improved septic-tank/ on-site compact treatment facilities (Johkaso)

58. Establishment of by-law/ ordinance on sewerage 59. Regulation on water quality standards for public water bodies and

effluent standards

60. Regulation on development activities 61. Laws and regulations related to solid waste treatment and on

environmental pollution （Air pollution prevention, noise regulation, vibration regulations, hazardous odor prevention, etc.）

62. Establishment of by-law/ ordinance on sewerage tariff setting Enhancemen

t of monitoring

& regulation

63. Enhancement of monitoring and regulation of water quality standards for public water bodies and effluent standards

64. Enhancement of monitoring and regulation of development activities


Six priority areas, out of the above overall areas, for capacity development are described in the

following section.


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5.2.1 Development of Institutional Arrangement

Division of duty and responsibility should be clearly defined. Every staffs needs to understand

their own duty and responsibility, and self-awareness and self-reliance of employees should be

encouraged more than ever before.

Department (for instance: planning and monitoring department) should be set up for preparing

high level policies and plans, strategies, business plans and so on. During the initial stage

before development of entire sewerage system, a planning and monitoring division needs to be

established in the sewerage division.

A water quality laboratory should be created in WWTP, and then establish water quality

monitoring system for regular testing by themselves.

A section in charge of customer services and public relations should be set up in the DEWS and

each township offices. Up to 2025, main tasks of this section could be to reinforce the

functions of IEC activities and public health education both in water and wastewater sectors.

5.2.2 Development of Legal and Regulatory Framework

Yangon City Development Law and the rules describe the duty and the responsibility of YCDC

on sewerage and sanitation works, however further consideration and development of the

contents are necessary as an ordinance.

In Myanmar, sewerage law is not yet formulated, so that sewerage ordinance may play an

advanced role prior to the law. In this sense, basic policies on position, planning, construction,

operation, management and supervision of wastewater treatment facilities need to be included

in sewerage ordinance.

Ambient water quality standards for public water bodies need to be considered and be

institutionally established.

In order to enhance shifting from the current facility to and introduction of improved septic

tank or on-site compact treatment facility, consideration and development of standards and

institution are necessary.

5.2.3 Development of Business Management Bases

The high level policies and development plans in short-, mid- and long-term of the sewerage

division need to be formulated in gradual stages hence forth.

Key performance indicators should be considered and set up in order to understand the current

situation of management and achievement visually. This action does not only focus on

sewerage works but also on IEC activities and development of improved septic-tank/ On-site

compact treatment facilities (Johkaso) which are necessary for large areas in Yangon city in

order to know the current situation and the progress on an as needed-basis.

Monitoring and evaluation by PIs should be launched and utilized for identification of

improvement points and challenges to be tackled.


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5.2.4 Enhancement of Financial Management

A customer database to exactly understand and record the current situation of IEC activities and

dissemination of septic-tank in the stage until 2025 need to be established. Billing and

sewerage tariff collection functions should be included in the database regarding the planned

treatment areas of C1 and W1.

A tariff setting policy of DEWS for sewerage tariff collection is necessarily considered

especially in the area of C1 and W1 that will be developed first.

Financial projection should be established considering cost analysis of sewerage works and

cross-subsidy including water tariff in the process of sewerage tariff setting.

5.2.5 Strengthening of Hygiene Education and Awareness Activities

Household awareness survey on public health, environmental conservation, development of

sewerage system, sewerage tariff and cost sharing, willingness to pay need to be planned and

conducted before starting IEC activities for public health and education.

A customer service and public relation section newly established needs to establish activity

policies and plans. An efficient activity plan should be prepared in cooperation with the

regional department of health that has deployed IEC activity on public health.

Based on the abovementioned plan, IEC materials on necessary issues such as public health,

improved septic tank, funding subsidy system for dissemination, development of sewerage

system and an beneficiaries-pay principle needs to be developed.

IEC activities should be launched in cooperation with NGOs as a partner. Also capacity

development NGOs at individual and organizational level need to be enhanced in order to

intend a systematic deployment of IEC activities in future.

5.2.6 Improvement of Operation and Maintenance Capability

Current sewerage infrastructure facilities need to be precisely recorded through research and a

sewerage assets database should be established.

Standard operation procedure for operation and maintenance is not unified. At wastewater

treatment plant, the operation is differentiated by operators due to the trouble of automatic

control system of sewage pumps. Therefore an operation and maintenance manual should be

developed for standardization of operation and maintenance works.

Training for capacity development is necessary in order to respond corrosion and pipe blockage

of the aged ejector system, no record on water temperature and water quality in wastewater

treatment plant, inappropriate operation and maintenance due to the lack of procurement of

repair parts and chemicals.

Currently operation hours, operational status, maintenance status, influent wastewater, water

temperature and quality etc. are not recorded, thereby it is difficult to understand the operation

and maintenance situation exactly. Recording of operation and maintenance, and regular


5-7

preparation and submission of reports are required to formulate a system to know operation

and maintenance situation on a steady basis.

5.3 Activity Targets for Improvement

Short-term activity targets for FY 2025 in the aforementioned 6 areas are summarized in the following

table.

Table 5.2 Activity Targets of Capacity Development

Areas for Capacity Development

Activity Targets

Development of Institutional Arrangement

Clear division of duties in each section Formulation of planning and monitoring sections in the sewerage division Establishment of a laboratory in wastewater treatment plant, installation of

materials and equipment for water quality testing Formulation of customer service and public relation section in DEWS Formulation of customer service and public relation section in each

township office Securing human resources for new sections（new recruitment, transfer）

Development of Management Bases

Formulation of the orientation of sewerage section, development plans in short-, middle-, and long-term based on the master plan

Selection and setting targets for short-, middle- and long-term by using key performance indicators (PIs)

Starting regular monitoring and reporting based on key PIs (monthly, annually)

Enhancement of Financial Management

Formulation of database of customer information management （information management on IEC activities, coverage of septic-tank at the

initial stage） Consideration on tariff setting policy toward sewerage tariff collection Cost analysis of sewerage works and financial projection combined with

waterworks

Strengthening of Hygiene Education and Awareness Activities

Formulation of policy for IEC activities and action plan by customer service and public relation section

Development of IEC materials regarding public awareness on public health, necessity of improved septic-tank and funding subsidy system for dissemination, development of sewerage system and beneficiary-pay principle.

Starting systematic IEC activities in collaboration with NGOs Implementation of household awareness survey

Improvement of Operation and Maintenance Capability

Research and establishment of sewerage assets database (treatment plant, pumping station, pipeline etc.)

Development of O&M manual Training on improvement of O&M works of sewerage facilities Recording and management of operational record

Development of Legal and Regulatory Framework

Formulation of sewerage ordinance Formulation of law and regulation on planning, construction, operation,

management and supervision for wastewater treatment facilities Formulation of ambient water quality standards for public bodies, effluent

standards Formulation of standards and institutional arrangement on installation of

improved septic tank or on-site compact treatment facilities



6-1

CHAPTER 6. PROJECT EVALUATION

6.1 Economic/Financial Analysis Assumptions

6.1.1 Wastewater Treatment Volume and Water Consumption

The wastewater treatment volumes and water demand for C1 Zone for each year will be interpolated

between the years that the Master Plan makes the forecast for. C1 Zone is located in the heart of the

business district with vibrant commercial activities and is the most international area of the city.

Though the population growth of this area is set at zero for the forecast, the per capita consumption is

expected to grow rapidly. Table 6.1 shows the share of commercial demand for water. There are four

townships within C1 Zone, i.e., Pabedan, Kyauktada, Botahtang, Pazundaung. The shares of

commercial demand range between 18% to 41% with an average of 34%, much higher rate than the

city-wide average of 24%. The two township of Latha and Lanmadaw, which are planned to be

connected to W1 Sewerage Zone, are currently connected to the existing treatment plant. Therefore as

an interim measure, these two townships will be connected to the C1 WWTP. However, only toilet

water, assumed at 50 liters per day per person, will be collected just as is the case in the current

practice. Table 6.2 shows the projected volumes of household and commercial water and sewerage.

The differentiation between household and commercial uses is to follow the current tariff system

which charges 88Kyat/ m3 to household and 110Kyat/ m3 to commercial customers.

Table 6.1 Share of Commercial Demand for Water by Towns


It is presumed that sewerage tariff will be collected together with water tariff. This internationally

practiced method of sewerage tariff collection stems from the fact that the volume of sewerage water

disposal can be metered only by water meters and also promote efficiency in bill collection. The costs

for operation and maintenance are based on forecasted volume of wastewater treatment while the

revenue for sewerage service is based on the forecasted volumes of water consumption.

Township Commercial

Demand Ratio

C1

Pabedan 34%

Kyauktada 38%

Botahtaung 41%

Pazundaung 18%

Total 33%

W1

Latha 29%

Lanmadaw 39%

Total 34%

The P




in Yangon City

Vol VII Sew


Feasibility Study

6-2

Table 6.2 C1 Sewerage Zone Wastewater Treatment Volume and Water Demand Forecast by Customer



6-3

6.1.2 Investment

The cost breakdown for investment is shown in Table 6.3. Whereas financial costs include tax

payments such as commercial tax and import duties, economic costs do not include the payment of

taxes. From macroeconomic viewpoints, tax payments are nothing but transfer of money within the

same national economy. The investment costs include the consulting fee to prepare the tender

document and construction supervision and costs for house connection as well as the construction

costs of wastewater treatment plant and sewer network. Switching to a separate sewer system will

require the installation of wastewater chamber and connection pipes for each customer. For each cost

item, the project cost needs to add contingency, administration cost, commercial tax and import tax.

Table 6.3 Economic/Financial Investment Costs

The work is now assumed to start in 2014 and to be completed by 2022. The construction work for

phase I and phase II will continue without any break. The service connection work will achieve 90%

of the target connections by 2022 and will continue till 2040 by adding 0.56% every year to meet the

new applications for connection. The expenditure disbursement schedule for each investment item is

shown in Table 6.4.



6-4

Table 6.4 Investment Schedule by Item


The reinvestment will cover only electro-mechanical investments. The reinvestment will take place 15

years after commissioning with 15% of the original investment costs.

6.1.3 Operation and Maintenance Costs

(1) Salary

Worker categories assumed for the project are engineers, technicians and common workers and

corresponding numbers and salary levels are shown in Table 6.5.

Table 6.5 Salary Assumptions


(2) Spare Parts

Electro-mechanical equipment requires spare parts to continue normal operations. The annual

requirement for spare parts is assumed at 1.6% of the original investments as shown in Table 6.6.


6-5

Table 6.6 Spare Parts Requirements

(3) Sewer Maintenance

Sewerage system requires regular proper maintenance of sewer network including pipes and manholes.

In addition to the deployment of high pressure water jet machines and vacuum vehicles, a large

manpower will be engaged for cleaning work. The estimation of sewer maintenance costs is based on

an empirical formula used in Japan with price level adjustment to Myanmar.

368 x total pipe length（km） + 19,782 (USD/Year )

The annual maintenance cost is estimated to be USD 41,352.

(4) Variable Cost

There are several types of variable costs that increase in proportion to the volume of sewerage

treatment. These variable costs include electricity, chlorine, coagulants, and disposal of sludge. The

assumed unit costs per treatment volume for the variable costs are listed in Table 6.7.

Table 6.7 Variable Cost Item Requirement and Unit Cost

Quantity Unit Price Unit

Electricity 0.3 kWh/ m3 0.04 USD/kWh

Chlorine 0.30 % 0.5 USD/ m3

Polymer 0.0018 ton/ m3 5.1 USD/ m3

Sludge Cake 0.0007600 m3/ m3 5 USD/ m3


6.2 Economic Analysis

6.2.1 Economic Benefit

The economic benefit used for economic analysis is based on the value of willingness-to-pay (WTP)

following standard economic welfare theories. JICA HIS has asked the questions regarding WTP.

However the answers show only low values. Interviewing residents with simple questions does not

reveal true valuation or appreciation of sewage treatment benefits since the respondents tend to

indicate lower values in most cases. It is suspected that there is a psychological anchoring on the

present tariff and payment.



6-6

APPENDIX F-3 shows the methodological background to derive WTP using the demand curve.

Accordingly the social welfare for water and sewerage services is equal to the area of the demand

curve. HIS has asked the question on monthly income and responses are summarized as shown in

Figure 6.1.

Source: The original data is obtained by 2012 JICA-HIS

Figure 6.1 Monthly Income Distribution of Yangon Households

A general rule of thumb in analyzing affordability-to-pay for water and sewerage tariffs is the

expenditure of 3-5% of income. It is assumed that the economic willingness-to-pay will be close to the

upper value of 5% of income. Figure 6.2 shows the monthly budgetary limit (monthly WTP) for water

and sewerage service from higher income groups in descending order. In economic theory, the plotted

WTP is synonymous with demand curve. As described in Appendix F3, the social welfare or economic

benefits are the total area below the demand curve. For economic analysis, the demand for water

changes every year, thus the fixed monthly value needs to be converted to a unit volumetric value.

According to the HIS, the average size of the household is 4.3. Using the current water consumption of

100 liters per person per day, the demand curve to the volumetric tariff is derived as shown in Figure

6.3. The average tariff WTP for water and sewerage is 937Kyat/ m3 by dividing the average WTP for

water and sewerage of 12,950 Kyat/household/month by the household size of 4.3, 100 liter

consumption per day per person, and 30 days. The tariff is then divided by 1:0.8 between water and

sewerage to arrive at 418 Kyat/ m3 or USD 0.47/ m3 for sewerage economic benefit in 2013. At

present the tariff for household is set at 88 Kyat/ m3 while that for commercial customer is 110 Kyat/

m3. Applying the same price differential of 1.25 to the household value, the commercial benefit value

in 2013 is USD 0.59/ m3.

0.0%

5.0%

10.0%

15.0%

20.0%

25.0%

0 200,000 400,000 600,000 800,000 1,000,000

Household Monthly Income (Kyat/Month)


6-7

Source: The original data is obtained by 2012 JICA-HIS

Figure 6.2 Monthly WTP for Water and

Sewerage Service

Source: The original data is obtained by2012 JICA-HIS

Figure 6.3 Volumetric WTP for Water and

Sewerage Service

6.2.2 Economic Analysis

Economic analysis requires the development of cash flow table over the project period of 40 years,

comprising of cash inflow from tariff revenue, the cash outflow by investment and OM expenditures.

The net cash flows are calculated by taking the difference between the cash inflow and cash outflow.

The evaluation indicator of Economic Internal Rate of Return is the discount rate that equates the net

present value of the net cash flows to zero.

First, the operation costs are calculated based on the treatment volume of wastewater. The cash

outflow is calculated by adding OM costs to the investment costs. The tariff revenue, cash inflow, is

calculated by tabulating the revenues from household and commercial customers by multiplying each

tariff to the corresponding forecast water demands.

The above tabulations are summarized in Table 6.8. The EIRR is calculated to be 6.3%. In comparison

to a standard benchmark of 12% for public projects, the return is half the level of the benchmark. One

important reservation is that the evaluation is based on the WTP benefit of individuals and does not

include economic external benefits of environmental protection or public health improvements. Also

the WTP is predicated on the current income level. At a low income level, the people will place higher

priorities for economic development over environmental protection. In many cases, environmental

degradation is irreversible and it would be too late to wait for economic development in the future. It

is important to embody environmental policy early for cities such as Yangon which expect rapid

urbanization and economic development.


6-8

Table 6.8 Economic Cash Flow Table

6.3 Financial Analysis

6.3.1 Financial Affordability To Pay

The financial analysis must start with the examination of tariff affordability by the residents to see if

the project is viable in financial terms. Currently there is no sewerage charge levied on the customer.

Therefore it is not possible to base the analysis on the current level of payment. So-called

affordability-to-pay analysis is conducted. As is the case for economic analysis, the basis for financial

affordability is the income data from HIS.



6-9

In case of assuming affordability, the benchmark will be set at 80% of the residents who can afford the

payment for water and sewerage. The tariff set affordable for the bottom 20% income group is

affordable for 80% of the city. The income level of bottom 20% of the respondents from HIS is

105,000 Kyat/month as shown in Figure 6.1. If 4% of income is expendable for water and sewerage,

the limit would be 4,200 Kyat/month in total. The average household size is 4.3 and assuming 100 liter

per day per person consumption, the volumetric tariff limit would be 326Kyat/m3. Allocating the tariff

between water and sewerage with 1: 0.8 allocation ratio, the maximum limit for sewerage tariff would

be 145 Kyat/m3, equivalent to USD 0.16/m3. Since the commercial tariff is set at 1.25 times higher

than household tariff, the same ratio is applied for the commercial tariff. The tariffs1 adopted for

financial analysis are USD 0.16/m3 for household and USD 0.20/m3 for commercial customers on the

basis of the year 2013.

6.3.2 Financial Evaluation

In order to derive financial return on investment, the financial cash outflow, inflow, net inflow are

tabulated over the project period of 40 years after commissioning as shown in Table 6.9. The financial

internal rate of return on investment (FIRR) is -1.2%. The evaluation result indicates that it is difficult

to recover the investment and operation costs solely with tariff revenue of USD 0.16/m3. As the

column for the net cash inflow suggests, the sustained operation is quite possible solely with the tariff

revenue as it shows surplus in regular years.

1 Financial simulations undertaken in the Master Plan are based on the initial tariff of US 0.08/m3

and constant annual rate of increase. The framework is based on the notion that there are a series of projects that are scheduled in later stages, thus the future income growth has to be incorporated over the time. The evaluation for C1 district is based on the assumption that the project will be undertaken immediately, thus the prices are fixed at the prevailing prices of 2013 and income levels of the customers without incorporating the future income growth.


6-10

Table 6.9 Financial Cash Flow Table

6.3.3 Sustainable Tariff Setting

The first target to be achieved by water supply and sewerage service is to acquire the revenue

sufficient to cover the costs of operation and maintenance. The target year for balancing revenue and

OM costs is assumed as the year 2025. The target tariff would be USD 0.07/m3 for household and

USD 0.09/m3 for commercial customers.

The most ambitious target for the project financially is to recover both investment and OM costs solely

with tariff revenues. This target is translated as having complete payoff of all the liabilities without

leaving any surplus from operations. Table 6.11 shows the financial cash flow table for the financial



6-11

simulation with the borrowing Yen ODA loan with an interest of 0.01%, a 10 year grace period, and

repayment period of 40 years. For some initial years, the operating surplus is not sufficient to meet the

loan repayment obligation. For these period, the project owner, YCDC, needs to borrow money from

the government to meet these obligations. It is assumed that the interest for inter-governmental lending

would be free of interest. However, at the end of period, the project owner pays off all the accumulated

borrowings from the government as well. The investment expenditure is shown in the column,

“1.Investment” which will be accumulated in the column, “2.JICA Debt Outstanding”, with an interest.

After the grace period expires, the cash in “10.Operation Cash Flow”, is used to pay out the debt

repayment. If the available cash is not sufficient, the project owner will borrow from the government.

The deficiency appears as a negative figure in the column “5.Repayment to Additional Lenders”, and

the borrowed amount will be accumulated in the column “3.Additional Borrowing Outstanding”. This

format can be utilized in the case of borrowing from the private sector instead of the government.

Then it would be necessary to add an interest charge for the borrowings.

The financial simulation result shows that full cost recovery requires USD 0.23/m3 for household and

USD 0.29/m3 for commercial customers and it is possible to pay off all the government borrowings as

well as ODA Yen Loan by the year 2053.

The required charge above appears to be slightly expensive for an average household as the

affordability to pay analysis indicates. Also, it is prudent to take into account the economic externality

of sewerage projects in relation to environment. Therefore it is assumed that 50% of the investment

costs are covered by the government subsidy. The same simulation model is run with 50% investment

subsidy as shown in Table 6.12. The values in the column “2.JICA Debt Outstanding” is the amount

which the project owner has to repay. Comparison of the values between the column, “1.Investment”,

and the column, “2.JICA Debt Outstanding” shows that only half of the investment value is added to

the “2.JICA Debt Outstanding”. The difference indicates that the balance, 50% of the investment costs,

is covered by the government. Under this additional condition, the required tariffs for the payment of

the Yen Loan and inter-governmental borrowing obligations are USD 0.14/ m3 for household and USD

0.18/ m3 for commercial customers.

Table 6.10 summarizes the above results of the required tariffs under the three scenarios above.

Table 6.10 Financial Goals and Required Tariffs

Financial Goals Target Year Capital SubsidyTariff （USD/ m3）

Household Commerce Revenue/OM Cost

Balance 2025 0％ 0.07 0.09

Zero Liability 2053 0％ 0.23 0.29 Zero Liability 2053 50％ 0.14 0.18



6-12

Sou

rce:

JIC

A S

tudy

Tea

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Tab

le 6

.11

Fin

anci

al S

imul

atio

n f

or T

arif

f Se

ttin

g (0

% S

ubs

idy)



6-13

Tab

le 6

.12

Fin

anci

al S

imu

lati

on f

or T

arif

f S

etti

ng (

50%

Sub

sidy

)

Sou

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JIC

A S

tudy

Tea

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6-14

6.3.4 Tariff Setting Strategy

Currently YCDC charges 88 Kyat for water and nothing for sewerage services. Small population

coverage of less than 6% of the population of the whole city of Yangon makes it possible to offer free

service. In the case of Thailand, there are only three municipalities that charged sewerage tariff by the

year 2010. These are Patong, Pattaya and Saensuk. Of these, only Pattaya charges some substantial

tariff at about 150 Kyat per cubic meters. Pattaya is a beach resort with heavy water contamination.

Bangkok has not introduced

sewerage charge yet even though it

had announced to do so since 2000.

The comparison of water and

sewerage tariffs in Asian cities is

summarized in Figure 6.4. The

highest tariffs is levied by Singapore

followed by Jakarta. The third is

Hanoi. Only Manila and Singapore

have tariff for sewerage services.

Malaysian cities imposes wastewater

treatment tariff but is not

proportional to consumption.

Figure 6.5 shows the case of water and sewerage tariffs in Tokyo. There are two prominent differences

from tariff system compared to Yangon’s. Yangon offers only a flat rate per volume of water consumed.

In the case of Tokyo, the rates increases in steps at 20 cubic meters of consumption, then 40 cubic

meters and finally at 60 for water and in the case of sewerage at first increase at 15 cubic meters and

then 40 cubic meters and 60. This system of progressive tariff basically penalizes wasteful

consumption of water. Another difference is the charge imposed on sewerage. Though sewerage rate is

slightly lower than water rates, the levels for water and sewerage are similar.

The reasons why the developing countries fail to impose sewerage tariff are that people are willing to

pay for water but throwing out wastewater is someone else’s problem. However, water pollution

accumulates, as sedimentation of polluted sludge at the bottom of sea or river.

Source: International Benchmark Networking, Phnom Penh Water

Figure 6.4 Water and Sewerage Tariff in Asian Cities


6-15

There are four elements of

sewerage tariff strategies. The first

is to introduce something small in

the beginning without full cost

recovery. As implemented in every

city in the world, the second tip is

to charge sewerage tariff together

with water bill for collection. The

third tip is to create public

awareness on importance of

sewage treatment to avoid long

term water pollution. The fourth

element is to increase sewerage

tariff in accordance with increased

public awareness as well as rise in

economic living standard of the citizens. In summary:

Introduce Small Fee Immediately

Charge it with Water Bill Together

Create Public Awareness for Environmental Protection

Increase Sewerage Tariff Keeping Pace with Economic Development

6.4 Project Evaluation

6.4.1 Summary of Economic and Financial Analyses

In summarizing the above project evaluations, the Economic Internal Rate of Return on Investment of

the project is 6.2% while the Financial Internal Rate of Return on Investment is 0.98%. The value for

the EIRR is relatively high for a sewerage project. However amongst other public investment projects

in the country it is less than the standard level of EIRR. However, there is a large economic externality

to a sewerage project. Therefore the evaluation by WTP alone may not even cover the half of the

social benefits that the project may generate. The following discussion will add these extra dimensions

to the project evaluation on less quantifiable merits. These benefits include environmental protection

benefits, improvements in public health and boosting of location values of the areas with access to

sewerage.

Source: City of Tokyo

Figure 6.5 Progressive Tariff System of Tokyo


6-16

6.4.2 Economic Externality of Environment Protection

A large portion of an environmental project’s benefits accrues to the society as a whole beyond each

customer. Individuals can enjoy life so long as solid waste and wastewater is disposed. However as

seen above, it is difficult to cover the full cost of the project through tariff revenues. Therefore, delays

in implementation may lead to the deterioration of environment. Viewed from an overall social

well-being, there may be more negative effects. In fact, the histories of advanced countries

demonstrate the tragedy of inaction to environmental protection. Often true WTP for environmental

protection reveal itself after the destruction of environment becomes evident. It is no more than

hindsight. However, it is difficult to impose high tariffs to individuals when income levels are still low

without clear perception of risks in the future. In Japan, for example, the government has provided a

subsidy of approximately 50% to the investment costs to provide incentives for early implementation

of sewerage projects.

6.4.3 Public Health

Table 6.13 shows the patient statistics and estimated medical costs for water-borne diseases in Yangon.

Table 6.13 Water-Borne Disease Patients and Estimated Medical Costs

Source: Ministry of Health, Yangon Regional Health Department, Estimation by JICA Study Team

The average medical costs per year for water-borne diseases total to 380 million Kyats (USD 0.43

million). Given the size of the population of C1 Zone, around 5% of the city, the total eradication of

water borne disease in the C1 Zone reduces the medical bills by USD 20,000. Naturally, the sick

patient with light symptoms will not enter into the statistics as they may cure themselves by resting or

purchasing over-the-counter drugs. Therefore the statistics and the corresponding medical costs only

show the tip of an iceberg of public health implication.


6-17

6.4.4 Rise in Land Values and Fundamentals for International City

Yangon is now witnessing once in a century land speculation period. With international attention

focused on Myanmar as the last frontier in Asia, expectation for the future rental values of land in

Yangon has increased by a large degree. Faced with rising land prices, the existing owners will

withhold their land for future price gains. Speculators try to purchase land also for future gains. Once

speculative motives start to prevail, the prices embark on an upward spiral. Though the project may

affect increases in land values, but it is difficult to forecast the land prices impacted by the project

under the present volatile market.

From the perspective of economic development policy, it should be noted that lack of access to

sewerage in the international district of the capital city deprives the investors of fundamental urban

amenities. Foreign investors and businesses catering to foreigners may be forced to make an extra

investment for sewage treatment and disposal. Such an extra investment may reduce the investment

incentives. Promotion of foreign investment is one of key economic development policies in Myanmar

at present. Provision of modern sewerage service to foreign investors will not only provide the

amenities but will also present a great showcase to display the societal capacities of Myanmar.


7-1

CHAPTER 7. ENVIRONMENTAL AND SOCIAL CONSIDERATIONS

7.1 Framework Related to Environmental and Social Considerations

The laws, regulation and administrative framework are described in the Chapter 2.8 of Volume II

“Water Supply Master Plan”. The details identified during the Feasibility Study are described in the

Appendix G of Volume IV “Water Supply Feasibility Study”. The baseline data are described in the

Appendix G of this report.

7.2 Components Which Affect the Environment and Society

The components which may affect the environment and society are shown in the table below. See

more details in Chapter 2 and 3.

No. Name of the

Project Facilities Note

SW-1 Modernization of Sewerage System in Central Business District

Improvement of existing sewer system into separate sewerage system and expansion of WWTP Trunk main (13.6 km, dia. 500 ~ 1,500

mm) Branch sewer(45 km, dia. less than 500

mm) Connection pipe (9,000 locations, dia.

100mm) Rehabilitation and expansion of WWTP

(70,200m3/day, expansion 24,800 m3/day)

The black water is collected by ejector system at present. The system is separate system and black and gray water will be collected and treated. The sludge from the septic tank will be transported and treated at WWTP.

SW-2 Improvement of Water Quality of Kandawgyi Lake

Construction of interceptor for drainages located in the north side of Kandawgyi Lake Interceptor (total 2.5 km) Pumping station Rainwater outlet (5 locations)

Dredging of the bottom sediment of the lake

Five drains on north side of Kandawgyi will be intercepted. The bottom sediment will be dredged. The wastewater from the restaurants will be treated by them or collected by interceptor.

7.3 Improvement of C1 Sewerage Zone

7.3.1 Analysis of Alternatives

(1) With/Without Project

At present, the black water is treated in C1 sewerage zone but the amount treated is 2,300 m3/day,

smaller comparing with the design capacity, i.e. 15,000 m3/day. The gray water is not treated and

discharged into the drains without treatment. If the project is implemented, both black and gray water

will be treated, the pollution load to the river will be decreased and water quality of Yangon River will


7-2

be slightly improved.

(2) Construction / Rehabilitation of the Trunk Main

The following cases were examined as alternatives. The plan using the existing trunk main is

abandoned as the capacity is not enough for the year 2040.

Case 1: To change the existing mechanical valves to electromagnetic valves as necessary. All force

main pipes should be replaced.

Case 2: To convert ejector system to ordinary pumping system. A new trunk sewer by gravity is to be

constructed.

Case 3: To abandon all existing ejector stations. A new trunk sewer to collect wastewater from lateral

sewers by gravity is to be constructed.

For the Case 1, the forty ejector stations exist and this is rare system and the procurement of the

necessary equipment is difficult. For the Case 2, the necessary pumps are forty and it is not considered

to be efficient to provide such a high number of pump sets. It is not only uneconomical but also

problematic in terms of maintenance. The Case 3 is the best considering the operation and

maintenance. From the environmental and social considerations, the energy consumption is lower than

the other alternatives, and the construction of trunk sewer may be implemented by the pipe-jacking

method so that the disruption of the social life will be less. Considering the above, the alternative 3

was selected.

7.3.2 Scoping and TOR for Environmental and Social Survey

Table 7.1 Scoping and TOR for Environmental and Social Survey

Item Evaluation

Reason Survey Item Survey Method P/C O

Involuntary resettlement and land acquisition

C D The right to use the land of WWTP expansion area is governmental organization but the right should be cleared.

Confirmation of right

Procedures of land acquisition

Hearing survey of related organizations

Site survey Local economies, such as employment, livelihood, etc.

B+ D The increase of employment by the construction can be expected.

- -

Land use and utilization of local resources

C D As the trunk main will be installed under the road, no impact is expected on land use and utilization of local resources. The land acquisition may affect the land use.

Confirmation of land use


Site survey

Social institutions D D The impact on social institution and local decision-making institutions is not expected.

- -


7-3

Item Evaluation


Existing social infrastructures and services

B- D The trunk main will be installed by pipe-jacking method and the impact may be low. The branch sewers will be constructed by open cut method and the traffic disturbance may be expected.

Situation of infrastructure service


Site survey

The poor, indigenous & ethnic people, gender and children’s right

D D No indigenous and ethnic people exist in and around the project site. No impact is expected on gender and children’s right.

- -

Misdistribution of benefits and damages

D D The construction and operation of sewerage system may not cause any misdistribution of benefits and damages.

- -

Cultural heritage B- D The historical buildings may exist in CBD area.

Location of cultural heritage in project area


Site survey Local conflicts of interest

D D The construction and operation of sewerage facilities may not cause the local conflicts of interest.

- -

Water usage or water rights and rights of common

D D The construction and operation of sewerage system may not cause any impact on water usage, water rights and rights of common.

- -

Hazards (Risk) infectious diseases

B- D Influx of construction worker may affect to inhabitants during construction.

Data of infectious diseases


Accidents B- D The construction may cause the accidents.

Confirmation of the traffic along the route

Site survey

Topography and geographical features

D D The scale of facility is not large and no impact is expected.

- -

Soil erosion D D No impact is expected. - - Groundwater C D The impacts on groundwater by the

construction of sewers and WWTP may be expected.

Location of well, depth


Hydrological situation

D D The effluent from WWTP will join into the Yangon River. The Yangon Rive has huge water flow and joins with Bago River just after the WWTP. The impacts on hydrological situation by WWTP may not be expected.

- -

Coastal zone D D No impact is expected. - - Protected area D D No protected area in the project site. - - Flora, fauna and biodiversity

D D The plants and animals included in the Red List of IUCN habits in the forest so that the impact is not expected.

- -

Meteorology D D No impact is expected as the scale of facility is not large.

- -

Landscape B- D The landscape gets worse due to the dig up of the road and storage of excavated soil during construction. No

Situation of the project site

Site survey


7-4

Item Evaluation


impact is expected during operation. Air pollution B- D The operation of construction machines

and other equipment will cause dust to rise and spread throughout the surrounding area during construction. The impact is temporary.

Air quality standards

Air quality of the site

Hearing from the related organization

Water pollution B- A+ The water may be affected by the construction of sewers and WWTP. The collection and treatment of wastewater will improve the river water quality where the wastewater is currently discharged directly.

River water quality

Water use near around the project site


Site survey

Soil pollution B- B- Due to excavation and earthwork, soil erosion, loss of top soil and silting might be expected. The compaction of soil due to vehicle movement, and ground contamination from the spillage of materials such as vehicle fuel, sewage sludge, chemicals might be expected. The soil might be contaminated if the sludge is not properly treated and disposed.

Prevention measures

Collection of the related project information

Waste B- A- The spoil will be generated during installation of pipelines and construction of WWTP. The sludge will be generated from WWTP during operation.

Waste management regulations

Disposal method of construction waste

Situation of waste disposal sites


Site survey

Noise and vibrations

B- B- Construction machines will cause noise and vibration during construction. The facilities which create noise will be installed inside the building of WWTP site. No impact is expected during operation.

Noise standards


Ground subsidence

D D No intake of groundwater is planned so that no ground subsidence.

- -

Offensive odors D B- The odor might be expected from WWTP

Wind speed, direction


Bottom sediment D D No impact is expected. - - Global warming D D No impact is expected. - - P: Planning, C: Construction, O: Operation A+/-: Significant positive/negative impact is expected. B+/-: Positive/Negative impact is expected to some extent. C+/-: Extent of positive/negative impact is unknown (a further examination is needed, and the impact could be clarified as

the study progresses). D: No impact is expected. Source: JICA Study Team


7-5

7.3.3 Results of the Environmental and Social Surveys

(1) Involuntary Resettlement / Land Acquisition

A land of 1.35 ha area is required for the expansion of WWTP of C1 sewerage zone. At present, the

two-storey buildings exist in this area. The right to use the land belongs to the Ministry of

Construction and YCDC made the request to transfer the right to YCDC. The transfer of the right to

use the land may not require the compensation. But for the buildings, the compensation might be

required and this will be decided by the governmental negotiation.


Figure 7.1 Proposed Expansion Area of WWTP

(2) Land use and utilization of local resources

There is the two-storey building in the area which is used by the Navy. The issue will be settled among

the governmental agencies.

(3) Existing social infrastructures and services

The trunk sewer will be installed in the main road, such as Anawrahta Road, Mahabondoola Road,

Merchant Road and Strand Road by pipe-jacking method.

Table 7.2 Information of Major Road

Name No. of Lane Direction Dia. Of trunk main (mm)

Anawrahta Road 4 One way from east to west 500～700Mahabondoola Road 4 One way from west to east 400～700Merchant Road 4 One way from east to west 400～700Strand Road 6

(+2) Three lanes for each way(there are roads only for truck transportation)

350～1,500

Lower Pazundaung 4 Two lanes for each way 450～1,100Source: JICA Study Team


7-6

(4) Cultural Heritage

Many heritage buildings within C1 sewerage zone and the routes of trunk main and the buildings are

shown in the figure below.

Table 7.3 Heritage Buildings Pabedan 22 Yangon Division Office Complex 1 Headquarters of Myanmar Oil and Gas

Enterprise 23 Yangon Division Court (Civil)

2 Cholia Jamah Temple 24 Office of Port Authority 3 Account Department, Myanmar Posts and

Telecommunications 25 Strand Hotel

Kyauktada 26 Embassy of Australia 4 Central Fire Station 27 Embassy of United Kingdom 5 The Headquarters of Fire Services Dept.

(Yangon Division) 28 Central Post Office

6 City Hall 29 Custom House 7 Myanmar Insurance 30 Central Naval Hydrographic Depot 8 Immigration and Registration Department 31 Telegu Methodist Church 9 Department of Labor 32 Myanmar Agriculture & Village Tract

Development Bank 10 Ministry of Hotels and Tourism 33 Sule Pagoda 11 Emmanuel Baptist Church 34 Bengali Sunni Jamah Mosque 12 Office of the Myanmar Post and

Telecommunications Botahtaung

13 Myanmar Economic Bank (Department of Industrial Loans)

35 Printing and Publishing Enterprise

14 Stationary, Printing & Photographic Enterprise 36 Minister's Office

15 Myanmar Economic Bank Branch (3) 37 No. (6) Basic Education High School 16 Central Bank of Myanmar 38 Compressor Station, YCDC 17 Embassy of United States of America 39 Botahtaung Pagoda 18 Myanmar Export-Import Enterprise Pazundaung 19 Indian Embassy 40 Shwe Phone Pwint Pagoda 20 Office of Internal Revenue Department 41 Maha Vishnu Temple 21 Myanmar Insurance (Fire & Engineering) 42 Sunni Mosque (Yangon, Eastern) Source: YCDC


Figure 7.2 Route of Trunk Main and Location of Heritage Buildings

Service area

Trunk Sewer


7-7

(5) Hazards (Risk) infectious diseases

The HIV/AIDS is becoming serious problem recently in Myanmar. According to UNAIDS, the disease

rate of HIV among adult is 1.3 % in 2005. The infection is spread among the drug-addicted people and

sex workers. The rate in Yangon Region is 0.25 % in 2010, 0.15 % in 2011 and it shows the decreasing

trend comparing 0.55 % in 2005. The number of HIV patients who receive the ART treatment is

shown in the table below.

Table 7.4 Number of AIDS Case in Yangon Region 2013 January 2013 February 2013 March

AIDS Case (on ART, alive)

AIDS Death (on ART)


AIDS Case (on ART)


AIDS Case (on ART)

M F T M F T M F T M F T M F T M F T

1 Specialist Hospital by NAP

2,146 1,627 3,773 14 3 17 2,143 1,651 3,794 6 1 7 2,166 1,675 3,841 5 4 9

2 Specialist Hospital by UNION-NAP

807 633 1,440 5 5 10 841 609 1,450 4 3 7 877 645 1,522 10 6 16


10 10 20 0 0 0 10 10 20 0 0 0 10 10 20 0 0 0


16 10 26 1 0 1 15 12 27 0 0 0 17 14 31 0 0 0

5 AMI 372 323 695 372 326 698 376 327 703

6 Alliance 432 375 807 437 376 813 485 401 886

7 MSF (Holland)/AZG

8,040 5,893 13,933 8,040 5,893 13,933 8,040 5,893 13,933

8 MSF (Swiss) 147 102 249 154 110 264 161 111 272

9 PSI 79 27 106 87 29 116 88 29 117 0 1 1

Total 12,049 9,000 21,049 20 8 28 12,099 9,016 21,115 10 4 14 12,220 9,105 21,325 15 11 26

M: male, F: Female, T: Total Source: Yangon Regional Health Department, Ministry of Health

The situation of other infectious diseases is shown in the table below. The data is for Yangon Region.

Table 7.5 Number of Cases and Death of the Diseases

Diseases 2007 2008 2009 2010 2011

Cases Deaths Cases Deaths Cases Deaths Cases Deaths Cases Deaths

Cholera 4 - 49 0 191 7 22 1 37 0

DHF (Dengue Haemorrhagic Fever)

4,759 54 3,604 31 3,333 38 3,162 21 552 4

Plague 0 0 0 0 0 0 0 0 0 0

Dysentery 8,507 0 9,489 - 6,135 0 6,361 0 4,436 0

Typhoid & Para Typhoid 103 1 71 1 55 0 98 0 47 0

Meningitis/ Encephalitis 32 5 24 2 1 4 9 4 10 2

Viral Hepatitis 188 6 251 1 14 4 271 3 205 2

Malaria 5,155 36 5,741 26 4,605 27 4,374 16 2,226 3

Source: Yangon Regional Health Department, Ministry of Health


7-8

The regulations related to working condition are not yet established in Myanmar. To prevent the

infectious diseases among the construction workers, the contractor should implement the awareness

training to them.

(6) Accidents

The traffic situation is described in (3) Existing social infrastructures and services. The contractor is

responsible for the prevention of the accidents and the awareness and education to the construction

workers should be implemented. The safety measures for the workers should be prepared and

implemented by the contractor. For the preparation, ILO standards shall be applied.

(7) Groundwater

The main water source of YCDC water supply is the

surface water, but YCDC has 414 operational tube

well pumps and around 8 MGD is used as water

source. The figure shows the location of the wells in

YCDC area. The wells are mostly located in CBD

and east area of South Dagon. There is no data on

the private wells but it is estimated that 71 MGD is

used by the private users. The development potential

of groundwater is 83 MGD and the amount currently

used is almost approaching this potential (see detail

in chapter 3.4.2 of Volume II “Water Supply Master

Plan”). The depth of the wells is from 24 to 146 m.

The intake of groundwater will be zero from 2025.

(8) Landscape

The landscape will be temporally worsening due to the dig up of the road, storage of excavated soil

and construction materials. To mitigate, the fence to cover the construction site should be considered.

(9) Air Pollution

YCDC is not monitoring the air quality regularly. The existing data of air quality is the results of the

measurements of April 2007 and January 2008 by NCEA (Appendix G). The air quality standards are

not established yet in Myanmar. Comparing the WHO standards, the values of PM10 and TSP are

higher than the standards.

To mitigate the impact during construction, the measures such as proper maintenance of construction

vehicles, machinery and equipment, idling off, installation of muffler should be taken not to exceed

the WHO standards.

Source: 2002 JICA-M/P

Figure 7.3 Location of Wells


7-9

(10) Water Pollution

The river water around the project site is not used for any purpose. The sea water intrusion comes

around this area so that the water is not used for agriculture. The water pollution might be expected

during the construction, but the impact can be negligible.

(11) Soil Contamination

The regulations related to EIA are still developing in Myanmar so that the EIA reports of similar

project are not found. Therefore, the EIA reports of other countries were examined.

A silt fence and/or staked hay bales can be installed along the boundary of the work before

construction begins to prevent sediment and debris being transported towards downward sloping areas.

The silt fence/hay bale barrier should be inspected weekly and after all larger storm events, and

repaired if needed.

(12) Waste

The excavated soil will be generated and need to be disposed of properly. The regulations about solid

waste management are not yet established so that the excavated soil and construction waste is disposed

of at the municipal waste dumping site. Yangon City has two dumping sites (see Section 12.5.7,

Volume VI) and the excavated soil will be disposed of at these landfill sites.

The sludge will be generated from WWTP. The average daily amount of wastewater is 49,000 m3/day

and 37 m3/day of sludge will be generated. This is equivalent to 0.4 % of the total amount of solid

waste generated in Yangon City. Till the regulation of sludge disposal is developed, the waste will be

disposed at the waste treatment site. The dried sludge can be utilized as fertilizer for agriculture as the

heavy metal may not be included in the sludge.

(13) Noise and Vibration

The standards of noise and vibration are not fixed yet in Myanmar. The measurement of the noise and

vibration has not been monitored. JICA Urban Plan Study 2012 measured the noise at two locations

and it shows the equivalent noise level for one hour was 50 dB(A), the max varied from 47.7 dB(A) to

96.8 dB(A). The route of trunk main has a lot of traffic. The installation of trunk main is done by

pipe-jacking method so that the generation of noise is limited to the construction of the shaft. As there

are no standards in Myanmar, the standards of IFC are used to regulate the noise generation.

Temporary noise pollution due to construction works should be controlled by proper maintenance of

equipment and vehicles, and tuning of engines and mufflers.

Table 7.6 Noise Level (One hour LAeq (dBA)) Receptor Daytime (7:00 – 22:00) Nighttime: (22:00 – 7:00)

Residential / Institutional / Educational 55 45 Industrial / commercial 70 70 Source: FC General Health, and Safety (EHS) Guidelines, April 2007


7-10

(14) Odor

The generation of odor may be expected from WWTP if the WWTP is not properly operated. The data

on the wind speed and direction in Yangon City was collected. The meteorological data are measured

at the Kabayaee Station and according to the data the average wind speed at the station is 1.1 m/s, and

the maximum wind speed, 42.8 m/s was observed when the Cyclone Nargis occurred in May 2008.

The major wind direction is southwest during summer and rainy season and northeast during the

winter.

Source: JICA Urban Plan Study, 2012

Figure 7.4 Wind Speed

The location of WWTP is the southernmost point of Yangon City and the surroundings are occupied

by the factories (gas and oil), a freightliner terminal for the car and not the residential area. The

residential area is located 700 m away by passing the Pazundaung Creek. The odor may not cause big

problems but if necessary, the ventilation and use of deodorant equipment shall be examined during

the design stage.

7.3.4 Environmental Evaluation, Mitigation Measures and Cost

7-11

The P




in Yangon City

Vol V

II Sewerage and D

rainage System F

easibility Study

Table 7.7 Environmental Evaluation, Mitigation Measures and Cost

Category

Item Evaluation of Scoping

Evaluation after study Reason Mitigation Measures

Responsible organization

Cost

P/C O P/C O

Soc

ial E

nvir

onm

ent


C D D D A land with 1.3 ha for expansion of WWTP is required. The right to use the land belongs to the government and YCDC has requested to transfer the right to YCDC. There is two-storey building in the area. The compensation for the land may not be required and compensation amount for building will be decided by the discussion among the governments.

-

-

-

Local economies, such as employment, livelihood, etc.

B+ D B+ D The increase of employment by the construction can be expected.

-

-

-


C D D D As the trunk main will be installed under the road, no impact is expected on land use and utilization of local resources. The expansion area of WWTP is used by the Navy. There is no impact to the general public by land acquisition

-

-

-


B- D B- D The trunk main will be constructed by pipe-jacking method so that the impact might be low. The construction of branch sewer will be done by open-cut method and the impacts on traffic might be expected.

The construction schedule should be prepared considering the traffic volume to minimize the impacts on traffic. The traffic authorities should be notified of the planned works in a timely manner so that alternative traffic routes can be formed and the public alerted. The rules of construction work and transportation of the construction materials should be established and the compliance by the driver and workers

Contractor YCDC Traffic police

Contractor

7-12

The P




in Yangon City

Vol V

II Sewerage and D

rainage System F

easibility Study

Category




Cost

P/C O P/C O should be controlled by the contractor. Traffic accidents can be avoided by collaborating with the traffic police and posting warning signs and directions to alternative routes. The office which accepts the complaints and demand from the citizens should be established.

Cultural heritage

B- D D D There are heritage buildings in the zone 1. Based on the discussion with Building Department of YCDC and Yangon Heritage Trust, the mitigation measures are not required.

-

-

-


B- D B- D The infectious diseases may increase by the influx of construction worker.

The educational plan to reduce the risk of infectious diseases by influx of the construction workers should be prepared and implemented by the contractor.

Contractor

Contractor

Accidents B- D B- D The increase of traffic may lead the increase of the accidents during construction.

The measures to protect the citizens are described in the item “Existing social infrastructures and services”. The safety considerations to the construction workers should be prepared by the contractor which should meet the requirement of ILO standards to secure the safety of working conditions. The safety training such as wearing working clothes and work shoes, use of temporary toilet, traffic safety and public health should be provided by the contractor.


Contractor

Nat

ural

E

nvir

onm

ent Groundwater C- D D D There are 414 wells which are used as the

water source and many private wells exist in CDB area. The depth of well is 24 to 146 m. The trunk main will be installed under the road and deepest point of sewers

-

-

-

7-13

The P




in Yangon City

Vol V

II Sewerage and D

rainage System F

easibility Study

Category




Cost

P/C O P/C O is 11.7m, so that there is no direct damage on the wells.

Landscape B- D B- D The landscape gets worse due to the dig up of the road and storage of excavated soil during construction. No impact is expected during operation.

The landscape will be worsening due to the dig up of the road, storage of excavated soil and construction materials. To mitigate, the fence to cover the construction site should be considered. The excavated solid should be removed quickly from the site.

Contractor YCDC

Contractor

Pol

luti

on

Air pollution B- D B- D The operation of construction machines and other equipment will cause dust to rise and spread throughout the surrounding area during construction. The impact is temporary.

Construction vehicles, machinery and equipment should be in good working condition and well maintained. Dust emissions from piles of soil or any other material during earthwork, excavation and transportation should be controlled by wetting surfaces, using temporary wind breaks and covering truck loads. The office which accepts the complaints and demand from the citizens should be established.

Contractor YCDC

Contractor

Water pollution

B- A+ B- A+ There are 414 wells which are used as the water source and many private wells exist in CDB area. The depth of well is 24 to 146 m. The trunk main will be installed under the road and deepest point of sewers is 11.7m, so that there is no direct damage on the wells. But due to the vibration of construction, the turbid water can be expected during construction period. The wastewater currently discharged into the river will be treated so that the river water quality may be improved.

Prior notice should be sent to the residents near the construction site to inform the temporal impact on turbid water.

Contractor YCDC

Contractor

Soil pollution

B- B- B- B- Due to excavation and earthwork, soil erosion, loss of top soil and silting might

A silt fence and/or staked hay bales can be installed at the boundaries of work

Contractor YCDC

Cost of generator is

7-14

The P




in Yangon City

Vol V

II Sewerage and D

rainage System F

easibility Study

Category




Cost

P/C O P/C O be expected. The compaction of soil due to vehicle movement, and ground contamination from the spillage of materials such as vehicle fuel, sewage sludge, chemicals might be expected.

before construction begins, to prevent sediment and debris being transported to downward sloping areas. The silt fence/hay bale barrier should be inspected weekly and after all larger storm events, and repaired when needed. During the expansion of WWTP, the existing WWTP shall continue operation so that there will be no discharge of wastewater from the WWTP. The sludge treatment and storage facilities should be provided with the prevention measures for soil contamination and the details will be considered during the detail design. The generator will be installed to be used in case of the power failure.

included in the cost estimation.

Waste B- A- B- A- The excavated soil will be generated. Other construction waste during the construction of pumping station may not be generated. The sludge will be generated from WWTP during operation.

The excavated soil should be disposed of at the waste dumping site and the discussion with DPCC is necessary. The sludge can be utilized as fertilizer in parks and agriculture.

Contractor YCDC (DEWS, DPCC)

Disposal cost of sludge is included in the cost estimation.


B- B- B- D Construction machines will cause noise and vibration during construction.

The standards for noise and vibration are not yet established in Myanmar. The standards of IFC (70 dB) shall be applied till the standards will be established. The noise level should be controlled by proper maintenance of equipment and vehicles, and tuning of engines and mufflers to keep the ELV set by the regulations. The selection of construction machinery will be examined during detailed design. Before the construction

Contractor YCDC

The detail will be examined in the detail design. Contractor

7-15

The P




in Yangon City

Vol V

II Sewerage and D

rainage System F

easibility Study

Category




Cost

P/C O P/C O of distribution pipeline, the notice of the construction schedule should be issued to the houses and buildings along the route to request for the cooperation and understanding. The office which accepts the complaints and demand from the citizens should be established.

Offensive odors

D B- D B- The offensive odor can be expected if the WWTP is not operated properly. If WWTP is operated properly, the odor problem may not occur. The residential area is more than 700 m away from the WWTP so that the impact may not be expected.

WWTP should be operated and maintained properly. If necessary, use of ventilation and deodorant equipment can be examined during design stage.

YCDC Design Consultant

-

A+/-: Significant positive/negative impact is expected. B+/-: Positive/Negative impact is expected to some extent. C+/-: Extent of positive/negative impact is unknown (a further examination is needed, and the impact could be clarified as the study progresses). D: No impact is expected. Source: JICA Study Team


7-16

7.3.5 Monitoring Plan

The monitoring during construction and operational period is necessary. The monitoring form is

attached in Appendix G.

Table 7.8 Monitoring Program

Item Monitoring location Monitoring

item Frequency


Budget*

[Construction] Noise - Trunk main route

- WWTP Noise level (max)

Whenever necessary (especially after the complaint and high value)

Contractor - (contractor should arrange)

Air quality - Trunk main route - WWTP

NOx、SOx、TSP



Water quality - Trunk main route Water level and turbidity of well of each township

Once a month Contractor -

Soil quality - Trunk main route - WWTP

Spilt of oil and wastewater by visual check

Once a month Contractor -

Complaints and demand from citizens

- WWTP - YCDC office

Number and contents of complaints/ demand

As needed during construction period.

Contractor YCDC

-

[Operation] Noise - Boundary of

WWTP Noise level (max)

Four times/year YCDC (DEWS） Included in O&M cost

Water Quality - Inlet and outlet BOD, COD, TSS, T-P, T-N, pH, temperature

Once a week (if necessary, daily)

YCDC (DEWS） Included in O&M cost

Soil quality - Trunk main route - WWTP

Spilt of oil and wastewater by visual check

Once a month YCDC (DEWS） -

*: personal expenses are not included.



7-17

7.4 Improvement of Water Quality of Kandawgyi Lake

7.4.1 Analysis of Alternatives

(1) With/Without Project

The wastewater is discharged into the Kandawgyi Lake without treatment, a lot of blue-green algae

are generated in the Kandawgyi Lake and the water color and quality is deteriorated. The Kandawgyi

Lake is the most famous lake in Yangon City and on average 3,000 people visit the Kandawgyi Lake

daily. If any countermeasures are not taken, the water quality and landscape will be worsened and the

place for recreation and relaxation of the people will be lost. The details are described in Section

2.3.1.

(2) Alternatives of Treatment

To consider the water quality improvement of Kandawgyi Lake, the alternatives of the treatment

method were examined. The methods are (i) intercept the wastewater and treat them in the septic tank

near the interceptor, (ii) intercept the wastewater and divert it to drain till the WWTP of this area will

be constructed. The detail analysis was conducted in Chapter 2.3.

The phosphorus and nitrogen which cause the eutrophication cannot be removed by the septic tank so

the effluent from the septic tank cannot be discharged into Kandawgyi Lake and it should be diverted

to the drain. The septic tank to treat the intercepted wastewater (4,100 m3/day in the dry season in

2011, 4,700 m3/day in 2025, and 9,600 m3/day in rainy season) will be the large scale and the large

area of land needs to be acquired. The cost for installation of the septic tank will be high.

To intercept and divert the wastewater to the drain will not require the additional land and investment.

However, the water quality deterioration may be expected to the discharged drain. The WWTP for

Tarmwe and Bahan Townships which are the catchment area of the intercepted drains will be

constructed and operated from the year 2028 (see the Table 10.2 of Sewerage and Drainage Master

Plan). The intercepted and discharged amount of wastewater is equivalent to 10 % of the capacity of

the Drain No.11 to which the wastewater will be discharged and the significant impact may not be

expected in terms of water quality and quantity and the impact will be limited till the WWTP will be

operated.

(3) Alternatives of drains to which wastewater is discharged.

The intercepted wastewater will be diverted to the drain till the WWTP in C2 sewerage zone will start

operating. The drains to which wastewater is discharged was examined from the following view point.

Discharge by the gravity


7-18

The length of pressure transmission

Flood occurrence of the drain to which collected wastewater is to be discharged

The easiness of the construction of the interceptor pipes (width of the road and transportation)

The drain which discharges the lake water by gravity is located in the southwest point and collected

wastewater cannot be sent to this point by gravity due to the topographic condition. The drains near

the interceptor are No. 11, 12 and 13 and considering the flood situation and route of construction of

the pressure transmission, the drain No. 13 was selected.

7.4.2 Scoping and TOR for Environmental and Social Survey

Table 7.9 Scoping and TOR for Environmental and Social Survey

Item Evaluation



C D The area for pumping station is required.

Confirmation of right

Procedures of land acquisition


Site survey Local economies, such as employment, livelihood, etc.

B+ D The increase of employment by the construction can be expected.

- -


C D The land acquisition for pumping station may affect the land use.

Confirmation of land use


Site survey Social institutions D D The impact on social institution and

local decision-making institutions is not expected.

- -


B- C The interceptor will be constructed by open cut method and the traffic disturbance may be expected. The water level might be expected due to the interceptor of the wastewater.

Situation of infrastructure service

Estimation of the water level


Site survey

The poor, indigenous & ethnic people, gender and children’s right

D D No indigenous and ethnic people exist in and around the project site. No impact is expected on gender and children’s right.

- -

Misdistribution of benefits and damages

D D The improvement of water quality of Kandawgyi Lake will be beneficial for all citizens.

- -

Cultural heritage D D There are no heritage buildings near around the Kandawgyi Lake.

- -

Local conflicts of interest

D D The construction and operation of interceptor may not cause the local conflicts of interest.

- -

Water usage or water rights and

D D The construction and operation of interceptor may not cause any

- -


7-19

Item Evaluation


rights of common impact on water usage, water rights and rights of common.


D D The impact by the influx of construction worker is not expected as the construction scale is not large.

- -

Accidents B- D The construction may cause the accidents.

Confirmation of the traffic along the route

Site survey

Topography and geographical features

D D The scale of facility is not large and no impact is expected.

- -

Soil erosion D D No impact is expected. - - Groundwater D D The impact on groundwater is not

expected by construction and operation of interceptor.

- -

Hydrological situation

D C The wastewater will be diverted to the drain so that the impact might be expected. The drain will be discharged into the river but the amount is small compared with the amount of river water.

Confirmation of drain

Site survey

Coastal zone D D No impact is expected. - - Protected area D D No protected area in the project

site. - -

Flora, fauna and biodiversity

D D The plants and animals included in the Red List of IUCN habits in the forest so that the impact is not expected.

- -

Meteorology D D No impact is expected as the scale of facility is not large.

- -

Landscape B- C The landscape gets worse due to the dig up of the road and storage of excavated soil during construction. The wastewater discharged into the Kandawgyi Lake will be intercepted so that the water level of the Lake will be decreased and the landscape will be worsened.

Change of the water level

Analysis of the water level

Air pollution B- D The operation of construction machines and other equipment will cause dust to rise and spread throughout the surrounding area during construction. The impact is temporary.

Air quality standards

Air quality of the site


Water pollution D A+ C

The water quality of the lake will be improved by interceptor. The wastewater diverted to the drain might worsen the water quality of drain.

Water quality of drain

Site visit

Soil pollution D D The soil contamination may not be expected.

- -

Waste B- D The spoil will be generated during installation of pipelines.

Waste management regulations



7-20

Item Evaluation


Disposal method of construction waste

Situation of waste disposal sites

Site survey


B- D Construction machines will cause noise and vibration during construction. The noise and vibration may not be expected from facilities during operation.

Noise standards


Ground subsidence

D D No intake of groundwater is planned so that no ground subsidence.

- -

Offensive odors D B-/B+

The odor may occur at the location where the diverted wastewater will be discharged. The odor may be decreased by the Kandawgyi Lake.

Situation of the discharged point

Site survey

Bottom sediment D D No impact is expected. - - Global warming D D No impact is expected. - - P: Planning, C: Construction, O: Operation A+/-: Significant positive/negative impact is expected. B+/-: Positive/Negative impact is expected to some extent. C+/-: Extent of positive/negative impact is unknown (a further examination is needed, and the impact could be clarified as

the study progresses). D: No impact is expected. Source: JICA Study Team

7.4.3 Results of the Environmental and Social Surveys

(1) Involuntary Resettlement / Land Acquisition

The location for pumping station is required to send the intercepted wastewater to the drain. The

required area is around 160 m2 and the area is selected within the YCDC area (see the figure below).

The location belongs to the YCDC and no land acquisition is required.


Figure 7.5 Proposed Site for Pumping Station


7-21

(2) Land use and utilization of local resources

As mentioned above, the proposed site for pumping station belongs to YCDC and the land acquisition

is not required.

(3) Existing social infrastructures and services

The route of interceptor is along the Nat Mauk Road.

The interceptor will be installed within Kandawgyi Lake

but if enough location cannot be secured, the interceptor

will be installed under the road. The road has two lanes

for both side and the road is surrounding the lake. This

road is not connected to the main road so that large

impact may not be expected during pipe installation. The

road of U Tun Myat has one lane for both sides so the

impact might be large. However, the unpaved road is

passing along the road and the interruption can be

mitigated.

The Kandawgyi Lake is the recreation and relaxation place for the citizens. The wastewater

discharged into the Lake will be intercepted and the water level in lake might reduce. The level of the

impact is analyzed in the chapter (5) landscape.

(4) Accident

Same as Section 7.3.3 (6).

(5) Hydrological Situation

The capacity of drain No. 13 where the wastewater diverted from the Kandawgyi Lake will be

discharged is 20 m3/s (1.67 million m3/day). The wastewater discharged into the drain is 4,000 m3/day

and it is equivalent to 0.24 % of the capacity of the drain. The impact is very small and not expected.

(6) Landscape

The impact during construction is the same as Section 7.3.3 (8).

By the implementation of the project, the eutrophication will be decreased and the water quality and

landscape will be improved. However, the rainwater and wastewater into the Kandawgyi Lake will be

diverted so that the water level of Kandawgyi Lake during the dry season may reduce. The degree of

water level decrease was simulated and the result is shown in the figure below.


Figure 7.6 Road within the Park


7-22

Table 7.10 Prerequisite of Simulation

Precipitation* Runoff

coefficient** Evaporation** Infiltration**

Without Average of 2000～2009 0.6 5 mm/day 2mm/day Case-1 Average of 2000～2009 0.6 5 mm/day 2mm/day Case-2 Average of 2000～2009 0.45 5 mm/day 2mm/day Case-3 Average of 2000～2009 0.6 2 mm/day 1mm/day

* Statistical Yearbook 2010, Central Statistical Organization **The number of runoff coefficient, evaporation and infiltration is used as the figures in the neighborhood countries. Source: JICA Study Team

Considering the water level to be maximum at the end of the rainy season (October), the increase and

decrease in the water level after October is shown in the figure below.


Figure 7.7 Simulation Results of the Water Level of Kandawgyi Lake

Without the project, the water level may not decrease but the water quality will be deteriorated. The

maximum water level decrease will be in the Case 1 and Case 2 and the water level is decreased to

116 cm at the end of the dry season. The water depth of the Kandawgyi Lake is around three meters

so that the impact on landscape might be significant.

The pipeline between Inya Lake to Kandawgyi Lake was installed in the old time and the pipe is used

during the water festival in April to improve the water quality of Kandawgyi Lake. To prevent

lowering of the water level, the necessity days to transmit the water from the Inya Lake will be eight

days in a month on average. The lake area of Inya Lake is around six times of the Kandawgyi Lake so

that the transmission of the water from Inya Lake to Kandawgyi Lake will decrease 20 cm of the

water level of Inya Lake.

(7) Water Pollution

The water quality might be worsened by the discharge of wastewater and rainwater which is diverted

-200

-100

0

100

200

300

400

500

600

Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct

cm

Without

Case-1

Case-2

Case-3


7-23

from Kandawgyi Lake. The water quality of the drain No. 13 is 224 mg/l of COD and this is almost

same with the domestic wastewater. By this reason, the flow of the drain No. 13 will be increased but

the water quality will be the same.

(8) Air Pollution

Same as the Section 7.3.3 (9).

(9) Waste

The excavated soil will be generated and need to be disposed of properly. The regulations about solid

waste management are not yet established so that the excavated soil and construction waste is

disposed of at the municipal waste dumping site. Yangon City has two dumping sites (see Section

12.5.7, Volume VI) and the excavated soil will be disposed of at these landfill sites. The waste

generated from the dredging of the bottom sediment will be disposed of at the existing waste disposal

site.


The standards for noise and vibration are not fixed yet in Myanmar. The measurement of the noise

and vibration has not been monitored. Interceptor will be constructed along Nat Mauk, U Tun Myat

and Ba Nyar Dala Roads. Nat Mauk Road is located in an area where embassies, hotels and residents

are located. This Road has two lanes on both sides. Tun Myat Road has one lane on each side, and is

located in an area where a hospital and residents are located. Ba Nyar Dala Road has three lanes on

both sides, and is located in a commercial area. As there are no standards in Myanmar, the standards

of IFC are used to regulate the noise generation. Temporary noise pollution due to construction works

should be controlled by proper maintenance of equipment and vehicles, and tuning of engines and

mufflers.

Table 7.11 Noise Level (One hour LAeq (dBA))

Receptor Daytime (7:00 – 22:00) Nighttime: (22:00 – 7:00)

Residential / Institutional / Educational 55 45

Industrial / commercial 70 70

Source: FC General Health, and Safety (EHS) Guidelines, April 2007

7.4.4 Environmental Evaluation, Mitigation Measures and Cost

7-24

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Table 7.12 Environmental Evaluation, Mitigation Measures and Cost

Category




Cost P/C O P/C O

Soc

ial E

nvir

onm

ent


C D D D The area for pumping station is necessary but the land belongs to YCDC and no land acquisition is required.

-

-

-

Local economies, such as employment, livelihood, etc.

B+ D B+ D The required land belongs to YCDC and the land is used for park. The increase of employment by the construction can be expected.

-

-

-


C D D D As the interceptor will be installed under the road, no impact is expected on land use and utilization of local resources.

-

-

-


B- C B- B- The construction of interceptor along the Kandawgyi Lake may cause the traffic interruption. The impact on water level of Kandawgyi Lake is expected. The impact and mitigation measures are described in “Landscape”.

The construction schedule should be prepared considering the traffic volume to minimize the impacts on traffic. The traffic authorities should be notified of the planned works in a timely manner so that alternative traffic routes can be formed and the public alerted. The rules of construction work and transportation of the construction materials should be established and the compliance by the driver and workers should be controlled by the contractor. Traffic accidents can be avoided by collaborating with the traffic police and posting warning signs and directions to alternative routes. The office which accepts the


Contractor

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Cost P/C O P/C O

complaints and demand from the citizens should be established.

Accidents B- D B- D The increase of traffic may lead the increase of the accidents during construction.

The measures to protect the citizens are described in the item “Existing social infrastructures and services”. The safety considerations to the construction workers should be prepared by the contractor which should meet the requirement of ILO standards to secure the safety of working conditions. The safety training such as wearing working clothes and work shoes, use of temporary toilet, traffic safety and public health should be provided by the contractor.


Contractor

Nat

ural

Env

iron

men

t Hydrological situation

D C D D The capacity of drain No. 13 where the wastewater diverted from the Kandawgyi Lake will be discharged is 20 m3/s (1.67 million m3/day). The wastewater discharged into the drain is 4,000 m3/day and it is equivalent to 0.24 % of the capacity of the drain. The impact is very small and not expected.

-

-

-

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Cost P/C O P/C O

Landscape B- C B- B- The landscape gets worse due to the dig up of the road and storage of excavated soil during construction. No impact is expected during operation. By the interception of the wastewater flowing into the Kandawgyi Lake, the water level of the Lake will decrease during the dry seasons.

The landscape will be worsening due to the dig up of the road, storage of excavated soil and construction materials. To mitigate, the fence to cover the construction site should be considered. The excavated solid should be removed quickly from the site. To mitigate the lowering of water level in Kandawgyi Lake, the water can be transmitted from Inya Lake for seven or eight days in a month during the dry season. This may not cause the impact on Inya Lake.

Contractor YCDC

Contractor

Pol

lutio

n

Air pollution B- D B- D The operation of construction machines and other equipment will cause dust to rise and spread throughout the surrounding area during construction. The impact is temporary.

Construction vehicles, machinery and equipment should be in good working condition and well maintained. Dust emissions from piles of soil or any other material during earthwork, excavation and transportation should be controlled by wetting surfaces, using temporary wind breaks and covering truck loads. The office which accepts the complaints and demand from the citizens should be established.

Contractor YCDC

Contractor

Waste B- D B- D The excavated soil will be generated. Other construction waste by the construction of pumping station may not be generated.

The excavated soil should be disposed of at the waste dumping site.

Contractor YCDC

Disposal cost is included in the cost estimation.


B- D B- D Construction machines will cause noise and vibration during construction.

The standards for noise and vibration are not yet established in Myanmar. The standards of IFC (70 dB) shall be applied till the standards will be

Contractor YCDC

The detail will be examined in the

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Cost P/C O P/C O

established. The noise level should be controlled by proper maintenance of equipment and vehicles, and tuning of engines and mufflers to keep the ELV set by the regulations. The selection of construction machinery will be examined during detailed design. Before the construction of distribution pipeline, the notice of the construction schedule should be issued to the houses and buildings along the route to request their cooperation and understanding. The office which accepts the complaints and demand from the citizens should be established.

Detail design. Contractor

Offensive odors

D B-/B+

D B-/B+

The wastewater intercepted may not generate the odor because the interceptor is installed underground. The drainage to which the intercepted wastewater is discharged may emit increased odor as the amount of wastewater is increased by 10 %, However, the drain become underground soon after the discharge point so that the impact is not large. The odor from the Kandawgyi Lake will be improved.

The dredging of the drain should be implemented regularly not to keep the wastewater stagnant for long period.

YCDC YCDC

A+/-: Significant positive/negative impact is expected. B+/-: Positive/Negative impact is expected to some extent. C+/-: Extent of positive/negative impact is unknown (a further examination is needed, and the impact could be clarified as the study progresses). D: No impact is expected. Source: JICA Study Team


7-28

7.4.5 Monitoring Plan

The monitoring during construction and operation period is necessary. The monitoring form is

attached in Appendix G.

Table 7.13 Monitoring Program

Item Monitoring

location Monitoring

item Frequency


Budget*

[Construction] Noise - Route of

interceptor Noise level (max)



Air quality - Route of interceptor

NOx、SOx、PM10



Complaints and demand from citizens

- Route of interceptor

Number and contents of complaints/ demand

As needed during construction period.

Contractor YCDC

-

[Operation] Water level of Kandawgyi Lake

- Kandawgyi Lake Water level Once a month during dry season

YCDC (Playground, Park & Garden Dept.）

-

*: personal expenses are not included.


7.5 Stakeholder Meeting

The public consultation seminar was organized on 17 July 2013. The objectives are as follows.

To incorporate stakeholder opinions into decision-making processes regarding environmental and

social considerations (basic principles of JICA Guidelines)

To disclose the results of the project including facility planning, tariff setting, and environmental

and social impacts

To obtain the comments and opinions from stakeholders

The agenda of the public consultation seminar is as follows.

Date: 17 July (Wednesday), 2013

Time: 14:00 p.m. to 16:30 p.m.

Venue: Kandawgyi Palace Hotel


7-29

Time Agenda 13:45 – 14:00 Registration

(1) Opening Session 14:00- 14:10 Opening Speech (Secretary of YCDC)

Opening Remarks (Senior Representative of JICA Myanmar Office)

14:10- 14:30 Photo session Coffee Break

(2) Presentation on the Priority Projects for Water Supply, Sewerage and Drainage System 14:30- 14:50 Outline of the JICA Project

Components of Priority Projects for Water Supply 14:50-15:00 Priority Project for Sewerage System and Improvement of Kandawgyi Lake 15:00- 15:20 Tariff Setting 15:20- 16:00 Results of Environmental and Social Impacts and mitigation measures 16:00- 16:30 Questions and Answers (3) Closing Session 16:30 Closing Remarks (YCDC) Announcement for closing seminar

More than 130 participants attended the meeting comprising the following. The project affected people

from each townships of zone 1, 7 and 8 were invited.

Yangon regional government: 2

Professors and advisors: 3

Donors: 7

Representatives of townships: 47

NGO: 6

Media: 25

YCDC: 34

JICA Study Team: 12

There were a few questions and comments.

The explanation about the tariff should be announced to the public by YCDC and discussions

should be held in future.

The tariff for sewerage system on public is a little bit early. It is better to start from hotel,

restaurant, condominium, industrial zone, etc. as a test case.

The Minutes of Meeting is attached in Appendix G.


8-1

CHAPTER 8. CONCLUSION AND RECOMMENDATIONS

Feasibility study was conducted on the first priority sewerage project, i.e. improvement of the

sewerage system in C1 sewerage zone, and on the water quality improvement in Kandawgyi Lake

project which was requested by YCDC. C1 sewerage zone is included in CBD, and bustling area of

Yangon city where central and local government buildings and high rise commercial buildings such as

high class hotels and shopping centers exist. On the other hand, Kandawgyi Lake is a small lake

located in the center of the city and provides citizens of Yangon with valuable recreation area together

with surrounding park and restaurants.

Kandawgyi Lake has been eutrophicated due to wastewater inflow from surrounding areas and

restaurants and the blue-green algae bloom in lake has resulted in emission of foul smell. Water quality

in the lake will be worsened unless countermeasures are taken resulting in loss of valuable asset. In

order to control eutrophication of the lake, interception of wastewater inflow and at the same time

removal of nutrients already accumulated in the lake is essentially required. Provision of sewerage

system is the ultimate solution for purification of lake water. However, it requires large amount of

investment and several years to provide sewerage system. Therefore, temporary measures such as

interceptor sewer facility and dredging are planned in the study. It takes a few years to realize effects

of the project, nutrients level will be lowered causing reduction in eutrophication level and blooming

of blue-green algae will be prevented.

Interceptor sewer facility is proposed for improvement of water quality in Kandawgyi Lake. However,

it is clarified that water level in the lake would be lowered in dry season when this system is in

operation. Transmission of water from Inya Lake and/or keeping higher water level in rainy season

should be considered. In case interceptor sewer facility is constructed, water level control plan should

be considered in advance.

C1 sewerage zone is included in the existing sewerage service area. However, the existing system has

serious problems and does not function properly. Firstly, the existing system collects only black water

and gray water is discharged to drains and finally to the river without any treatment. Ejector system

which collects wastewater was constructed in 19th century and has been used until now with

occasional minor repairs. Corrosion of the force main is about a matter of concern, but investigation is

difficult to find real conditions. Procurement of spare parts is difficult because of obsolete system.

Taking into account increased future wastewater flow, it is determined that the existing ejector system

is abandoned and new sewer network is to be constructed because rehabilitation of the existing system

is uneconomical. On the other hand, the existing wastewater treatment plant is relatively new,

completed in 2005, and investigation revealed that most of civil structures can be utilized in future.

Therefore, existing facilities should be used as much as possible and new facility which meets


8-2

shortage in the capacity is to be constructed. When entire planned sewerage facilities are completed all

wastewater generated in C1 sewerage zone is collected and treated resulting in improvement of

citizens living conditions and water quality in the river.

Construction cost of sewerage facilities in C1 sewerage zone is estimated to be 95 million USD, and

total project cost is 151 million USD. This estimation was made based on introduction of low interest

loan and includes tax and duty levied in Myanmar. The site for WWTP is to be expanded, however

land acquisition cost is not included because the site for expansion is government property. Operation

and maintenance cost is estimated to be 1.1 million USD/year. It takes 68 months (5 years and 8

months) for construction of the sewerage system, and total project period including detailed design,

selections of consultant and contractor, technology transfer and so on is estimated to be 117 months (9

years and 9 months). Total cost of Kandawgyi Lake water quality improvement is estimated to be 1.4

million USD which is only for interceptor sewer facility since dredging is carried out by YCDC.

Operation and maintenance cost is estimated to be 1.8000 USD/year. It takes 1.5 year from

commencement of detailed design to complete construction.

Project evaluation for C1 sewerage zone shows that EIRR is 6.25% and FIRR 0.98%. The EIRR for

Kandawgyi Lake Project is 18% and the FIRR is 1.6%. The tariff for sewerage is not levied to the

customer. However, it is highly desired to introduce the tariff at the earliest point in view of long-term

sustainability of sewerage operation. If the government is willing to cover the investment cost for C1

sewerage zone, the required tariffs to pay off the operation and maintenance costs are USD 0.07/m3 for

household and USD 0.09/m3 for commercial customers. On the other hand, if all the investment is to

be recovered by tariff itself over 40 years after commissioning, the required tariffs are USD 0.23/m3

for household and USD 0.29/m3 for commercial customers. Given the economic externality that

sewerage projects impart to the maintenance of social environment, advanced countries also provide

subsidies to the development of sewerage system. If the government provides money for half of the

investment and the rest is left for the tariff to recover over 40 years, the required tariffs are USD

0.15/m3 for household and USD 0.18/m3 for the commercial customers.

Sanitation division of DEWS is in charge of operation and maintenance of the existing sewerage

system and approval of on-site treatment systems. However the division does not have any experience

of planning and implementation of full scale sewerage system development. Further, legal and

institutional system for sewerage system development is not provided sufficiently. Therefore,

institutional strengthening of YCDC together with cooperation with the central government for

development of legal system should be carried out. Low interest loan such as Japanese Yen Loan

should be introduced for development of sewerage system in C1 sewerage zone taking into account

magnitude of required amount of investment. Consultation with the central government in this regard

is recommended and necessary actions should be taken. It takes some time to realize loan proceedings,


8-3

earliest action is desirable. Moreover, for development of sewerage system, at early stage of

development in particular, subsidy from the central government is considered to be indispensable.

YCDC should appeal to the central government to establish subsidy system. In addition,

appropriateness of sewerage tariff from beneficiary should be confirmed, its collection system should

be investigated and policy for these should be determined. It is recommended that YCDC should

request JICA’s assistance for establishment of legal system, institutional strengthening and

introduction of sewerage tariff.

The Project for the Improvement of Water Supply, Sewerage and Drainage System in Yangon City Vol VII Sewerage and Drainage System Feasibility Study, Appendix

Project for the Improvement of

Water Supply, Sewerage and Drainage System

in Yangon City

Final Report

Volume VII

Sewerage and Drainage System Feasibility Study

Appendix


i

Appendix

Table of Contents

A FLOW CALCULATION OF TRUNK MAIN IN C1 SEWERAGE ZONE ............................... A-1

B DESIGN CALCULATION OF C1 WWTP .................................................................................. B-1

C DRAWINGS OF C1 WWTP ........................................................................................................ C-1

D FIGURES AND TABLES RELATED TO ELECTRICAL FACILITY ...................................... D-1

E COST ESTIMATION ................................................................................................................... E-1

(1) The Result of Cost Estimation for Kandawgyi Interceptor Facility ..................................... E-1

(2) The Result of Cost Estimation for STP Term-I ..................................................................... E-5

(3) The Result of Cost Estimation for STP Term-II ................................................................. E-27

(4) The Result of Cost Estimation for Sewer Network............................................................. E-38

(5) Operation and Maintenance Cost ........................................................................................ E-41

F ECONOMIC AND FINANCIAL ANALYSIS ............................................................................. F-1

(1) Questionnaire Survey for Improvement of Lake Water ........................................................ F-1

(2) Kandawgyi Lake Survey Report ........................................................................................... F-3

(3) Methodology for Economic Benefits Deriviation ................................................................. F-7

G ENVIRONMENTAL AND SOCIAL CONSIDERATIONS ....................................................... G-1

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Feasibility Study, A

ppendix

A-1

A

FL

OW

C

AL

CU

LA

TIO

N

OF

T

RU

NK

M

AIN

IN

C

1 S

EW

ER

AG

E

ZO

NE

Source: JIC

A Study Team

Figu

re A.1 G

eneral Layout P

lan of Tru

nk M

ains in C

1Sewerage Z

one

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ppendix

A-2

Table A.1 Flow Calculation of Trunk Mains in C1 Sewerage zone (1/2)

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in Yangon City

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ppendix

A-3

Table A.1 Flow Calculation of Trunk Mains in C1 Sewerage zone (2/2)


B-1

B DESIGN CALCULATION OF C1 WWTP

Table B.1 Design Calculation of C1 WWTP (1/16)

1 BASIC CONDITIONS

1-1 Basic Items

(1) Name : C1 WWTP

(2) Land Area : Approximately ha

(3) Ground Level (Elevation : + m

(4) Inlet Pipe Invert Level : - m

(5) Pipe Diameter : mm

(6) Land Use : －

(7) Collection System : Combined System Separate System

(8) Treatment Process : Conventional Activated Sludge Process

(9) Effluent Point : Yangon River

(10)Water Level at the Effluent Poin :High water leve = mLow water level = m

(11)Target Year : (F/S Stage)(M/P Stage)

1-2 Service Area and Design Population

(1) Service Area : ha

(2) Design Population

xxxx

4.50

6.80

1,500

－

2020

3.70

2040

Year 2040Design Population person - 178,000

Item Year 2020

499


B-2


1-3 Design Sewage Flow

(Year 2020)

(Year 2040)

1-4 Design Sewage Quality

1-5 Process Flow Diagram

Raw sludge

Return sludge

Waste Sludge

Primary SedimentationTank

Aeration Tank

0

Influent

Screen and Grit Chamber

m3/day

0.0m3/hr

Lift Pump Station

m3/hr

0.0

(mg/l) (mg/l) (mg/l)Item

BOD SS

m3/min

m3/secm3/min

m3/sec

0.000.00 0.000

0.000

1.19170,200

102,900 4,287.5 71.462,925.0 48.75 0.813

T-N

Influent 200 -Effluent

18030 -20

Effluent to the river

Gravity ThickenerFinal Sedimentation

Tank

Disinfection Channel

Disposal site (Land Fill)and/or Reuse (Future)

Mixed Sludge Tank

Sludge Dewatering

Oil&Greese

(mg/l)-5

Coli-group

(MPN/cm3)

-3,000

Maximum Hourly Flow

ItemMaximum Daily Flow

Maximum Hourly Flow

ItemMaximum Daily Flow

m3/day


B-3


1.6 Design Criteria

ITEMS UNIT Formula or Value Application

1 Grit Chamber (For Maximum Hourly Flow)

(1) Hydraulic Load m3/m2/day 1,800 1,800

(2) Average Velocity m/sec 0.3 0.3

2 Primary Sedimentation Tank (For Maximum Daily Flow)

(1) Hydraulic Load m3/m2/day 35.0-70.0 50

(2) Settling Time (Ref.) hour 1.5 1.5

(3) Water Depth m 2.5-4.0 3.5

(4) Weir Loading m3/m/day 250 250

3 Aeration Tank (For Maximum Daily Flow)

(1) Hydraulic Retention Time (HRT) hour 6 - 8 6.0

(2) MLSS Concentration mg/l 1,500 -2,000 2,000

(3) BOD-SS Load (Reference only) kg/kg/day 0.2 - 0.4 -

4 Final Sedimentation Tank (For Maximum Daily Flow)

(1) Hydraulic Load m3/m2/day 20.0-30.0 25

(2) Settling Time (Ref.) hour 3.0-4.0 -

(3) Water Depth m 2.5-4.0 3.5

(4) Weir Loading m3/m/day 150 150

5 Disinfection Tank (For Maximum Daily Flow)

(1) Retention (Chlorination) Time min 15 15

6 Gravity Thickener (For Maximum Daily Flow)

(1) Solids Loading kg/m2/day 60-90 75

(2) Water Depth m 4.0


B-4


2 CAPACITY CALCULATION

2-1 Grit ChamberSign

Type - Parallel Flow TypeDesign Sewage Flow Q1(Maximum Hourly Flow) Q2Water Surface Load WSLRequired Surface Area RSA Q1/WSLBasin Number BNAverage Velocity AVDepth HWidth W1 Q2/(AV×H×BN)

W2Length L1 RSA/(W2×BN)

L2Dimension W

L L2H H

(Basin Number) N(Check)Water Surface Load Q1/(W×L×N)Average Velocity Q2/(W×H×N)

2-2 Lift Pump Station

Sign

Type -Design Sewage Flow Q1 Peak Flow

Pump Unit -1 Number UN1 including 1 stand-byDischarge per Unit DU１ Q1/UN1Pump Diameter(V=1.5~3.0m/se D1 146×(DU1/1.5～3.0)0.5 411 ～582

D1Therefore 500

0.90

1.1

Item Calculation

23.82

Vertical shaft Volute type mixed flow pump

4

13.0

F/S

mmmm

F/S

m3/min

Unit M/P

-

4

m3/min 71.46

unit

1,80057.17

40.3

13.0

1,799

1.112.99

0.91.10

0.301m3/m2/day

m/sec

basin

Thereforemmmmm

(Jength)(Depth)

(Width)

Therefore m

m3/m2/daym2

basinm/sec

mm

Item Unit Calculation M/P

-m3/daym3/sec

102,9001.191


B-5


2-3 Primary Sedimentation Tank

(1) ExistingSign

Type - Parallel Flow Type

Design Sewage Flow Q1(Maximum Daily Flow) Q2Basin Number BNHydraulic Load HLRequired　Surface　Area A1 Q1/HL

A2 A1/BNWidth W1 3.0m~4.0m, Max5.0mLength L1 A2/W1

L2Water Depth WD

Overflow Weir Load OWLRequired Weir Length WL1 Q1/(BN×OWL)

WL2

Dimension WD

LN

(Check)Hydraulic Load HL Q1/(N×W×L)

Retention(Settling) Time T (N×W×D×L)/Q2Overflow Weir Load OWL Q1/(N×WL2)

m

m 27.4

250.0400

250

200

3.7

2

m3/m2/day 50.00

hour 1.75m3/m/day 250.00

M/P

20,000833.3

m2

m2/basin

m3/hrm3/day

Item Unit Calculation F/S

basin

-

m3/m2/day

m 7.3

27.4

7.3

m 27.40

40.0040.0

3.7

m3/m/day

m/basin

Therefore mm

(Depth)

(Length)(Basin Number) basin

m/basin

(Width) m

Therefore


B-6


Continuing Primary Sedimentation Tank(2) Proposed-1

SignType - Parallel Flow Type



L2Water Depth WD


WL2

Dimension WD

LN



Therefore m/basin

(Width) m 3.5

250m/basin 16.93

m3/m/day

85m 3.5

m2/basin

m3/m2/day 50.0

Item Unit Calculation F/S M/P-

m3/day

1.43

17.0

m3/m/day 249.02

m3/m2/day 50.40

hour

(Basin Number) basin 6(Length) m 24.0

(Depth) m 3.0

m 3.0

m 24.19Therefore m 24.0

m2 508

m3/hr 1,058.3basin 6

25,400


B-7


Continuing Primary Sedimentation Tank(3) Proposed-2




L2Water Depth WD


WL2

Dimension WD

LN



Therefore m 21.5


m3/day 24,800m3/hr 1,033.3basin 4

m3/m2/day 50.0m2 496

m2/basin 124m 5.8m 21.38

m 3.0

m3/m/day 250m/basin 24.80

Therefore m/basin 25.0

(Width) m 5.8(Depth) m 3.0

(Length) m 21.5(Basin Number) basin 4

m3/m2/day 49.72

hour 1.45m3/m/day 248.00


B-8


2-4 Aeration Tank

(1) ExistingSign

Type - Multi-tank Complete mixing Type

Design Sewage Flow Q1(Maximum Daily Flow) Q2Hydraulic Retention Time HRTBasin Number BNRequired Volume per basin RV Q2×RT/BNWidth W 1~2HWater Depth H 4.0m~6.0mLength L1 RV/(W×H)

L2Dimension W

HLN

(Check)Hydraulic Retention Time HRT W×H×L×N/Q2BOD-SS load BSSL (Q1×BODin)/(W×H×L×N×Xa)

BODin : Inflow BOD Concentration 120 mg/L (Removal Rate in PST : 40%)

Xa : MLSS Concentration 2,000 mg/LAerobic Sludge Retention Time ASRT HRT/24×Xa / (a×S-BODin + b×SSin - c×HRT/24×Xa ) =

S-BODin : Inflow S-BOD Concentration 80 mg/L (S-BOD[Solved BOD]=BODin×0.67SSin : Inflow SS Concentration 90 mg/L (Removal Rate in PST : 50%)

a : Sludge converting ratio of solved BOD 0.5 mgMLSS/mgBOD (0.4~0.6)

b : Sludge converting ratio of SS 0.95 mgMLSS/mgSS (0.9~1.0)

c : Sludge reduction ratio caused by endogenous respiration 0.04 (1/day)(0.03~0.05)

Effluent Quality (C-BOD) EQ 10.42×A-SRT(-0.519) (15~20℃)

Water Temperature 20 ℃

Effluent Water Quality (C=BOD Maximum) EQ×3 20mg/l ＞

18.674.474.4

hr 6.0

18.6

day

basin

hour

mg/L

74.4m

6.0kgBOD/kgSS/d

M/PF/S

5,6752

45,4001,891.7

mm

(Depth)

(Basin Number)

Calculation

m3/basin

(Length)

Therefore(Width)

mm

Item Unit

m

-

m3/daym3/hr

basin

4.1

m 4.1

0.24

4.648

4.738

-OK-

14

2


B-9


Continuing Aeration Tank(2) Proposed

SignType - Multi-tank Complete mixing Type

Design Sewage Flow Q1(Maximum Daily Flow) Q2Hydraulic Retention Time HRTBasin Number BNRequired Volume per basin RV Q2×RT/BNWidth W 1~2HWater Depth H 4.0m~6.0mLength L1 RV/(W×H)

L2Dimension W

HLN

(Check)Hydraulic Retention Time HRT W×H×L×N/Q2BOD-SS load BSSL (Q1×BODin)/(W×H×L×N×Xa)

BODin : Inflow BOD Concentration 120 mg/L (Removal Rate in PST : 40%)

Xa : MLSS Concentration 2,000 mg/LAerobic Sludge Retention Time ASRT HRT/24×Xa / (a×S-BODin + b×SSin - c×HRT/24×Xa ) =

S-BODin : Inflow S-BOD Concentration 80 mg/L (S-BOD[Solved BOD]=BODin×0.67SSin : Inflow SS Concentration 90 mg/L (Removal Rate in PST : 50%)

a : Sludge converting ratio of solved BOD 0.5 mgMLSS/mgBOD (0.4~0.6)

b : Sludge converting ratio of SS 0.95 mgMLSS/mgSS (0.9~1.0)

c : Sludge reduction ratio caused by endogenous respiration 0.04 (1/day)(0.03~0.05)

Effluent Quality (C-BOD) EQ 10.42×A-SRT(-0.519) (15~20℃)

Water Temperature 20 ℃

Effluent Water Quality (C=BOD Maximum) EQ×3 20mg/l ＞

1 : 1.5 : 1.5 : 2.25Partition of Aeration Tank

Total Length of Tank TLNo.1 Tank Length L1 TL×1/(1+1.5+1.5+2.25)

No.2 Tank Length L2 TL×1.5/(1+1.5+1.5+2.25)No.3 Tank Length L3 TL×1.5/(1+1.5+1.5+2.25)No.4 Tank Length L4 TL×2.25/(1+1.5+1.5+2.25)

Total

Therefore

basin 2

m 48.2(Width) m


m3/day 24,800m3/hr 1,033.3

hr 6.0

m3/basin 3,100m 12.0m 5.5m 47.0

12.0(Depth) m 5.5

(Length) m 48.2(Basin Number) basin 2

hour 6.2kgBOD/kgSS/d 0.23

day4.888

mg/L 4.573

14

-OK-

m 48.2m 7.7

m 11.6m 11.6m 17.4

48.3

No.1 No.2 No.3 No.4


B-10


5 Final Sedimentation Tank

(1) ExistingSign

Type - Radial flow circular typeDesign Sewage Flow Q1(Maximum Daily Flow) Q2Basin Number BNHydraulic Load HLRequired　Surface　Area A1 Q1/HL

A2 A1/BNWater Depth WDDiameter D1 (4×A2/3.14)0.5

D2


WL2

Dimension D D2

H WDN BN

(Check)Hydraulic Load HL ４×Q1/(D2×3.14×N)

Retention(Settling) Time T D2× ×H×N/(4×Q2)Overflow Weir Load OWL Q1/(N×WL2)

22.9Therefore m

824

2

m3/m/day 149.28

68.67Therefore m/basin 69.0

M/P-

Item Unit Calculation F/S

m3/day

basinm3/m2/day

m2

m2/basin

hour 3.36

20,600m3/hr 858.3

22.9

m3/m2/day 25.02

3.5

m 3.5m 22.91

412

150

225.0

（Basin　Number) basin

m/basinm3/m/day

m（Depth)

（Diameter) m


B-11


Continuing Final Sedimentation Tank(2) Proposed-1

SignType - Radial flow circular typeDesign Sewage Flow Q1(Maximum Daily Flow) Q2Basin Number BNHydraulic Load HLRequired　Surface　Area A1 Q1/HL

A2 A1/BNWater Depth WDDiameter D1 (4×A2/3.14)0.5

D2


WL2

Dimension D D2

H WDN BN

(Check)Hydraulic Load HL ４×Q1/(D2×3.14×N)

Retention(Settling) Time T D2× ×H×N/(4×Q2)Overflow Weir Load OWL Q1/(N×WL2)

hour 3.95m3/m/day 149.40

m3/m2/day 24.29

basin 2

25.5

（Depth) m 4.0

（Diameter)

82.67m/basin 83.0

25.5


m3/day 24,800

m3/m2/daym2

m2/basinmm

m/basin

m

（Basin　Number)

1,033.3basin 2m3/hr

Therefore m

25.0992496

425.14

m3/m/day 150

Therefore


B-12


Continuing Final Sedimentation Tank(3) Proposed-2




L2Water Depth WD


WL2

Dimension WD

LN



Item

Therefore

Therefore

(Width)

(Length)

Unit Calculation F/S M/P-

m3/day 24,800m3/hr 1,033.3basin 4

m3/m2/day 25.0m2 992

m2/basin 248m 5.8m 42.76m 43.5m 3.5

m3/m/day 150m/basin 41.33m/basin 41.5

m 5.8(Depth) m 3.5

(Basin Number) basin 4

m3/m2/day 24.57

m 43.5

3.42m3/m/day 149.40

hour


B-13


2-6 Disinfection Channel(1) Proposed

SignType - ChlorinationDesign Sewage Flow Q1(Maximum Daily Flow) Q2Retention(Chlorination) Time RTRequired Volume RV Q2×RTWidth of channel WDepth of channel HPass Number PNLength of channel L1 RV/(W×H×PN)

L2Dimension W

HLN

(Check)Retention(Chlorination) Time RT (W×H×L×PN)/Q2min

pass

(Width) m

(Length)(Pass Number)

m/pass

15.1

2.524.5

624.5

2.5

2.0(Depth) m

m/passTherefore

m

-

m3/day

passm

24.4

2.06

m/pass

70,200

min731

48.7515.0

m3

m3/min

M/PItem Unit Calculation F/S


B-14


2-7 Sludge Thickening Tank

SignType - Gravity Thickener (Radial Flow Circular Type)

Generated Sludge Solids GS Refer to Mass Balance Cal.Generated Sludge Volume GSV Refer to Mass Balance Cal.Solid Matter Load SMLRequired Surface Area SA (GS×103)/SMLWater Depth HBasin Number BNRequired Tank Diameter TD1 (SA×4/(3.14×BN))0.5

TD2

Dimension DH

BN

(Check)Solid Matter Load SML GS×103/(3.14×D2/4)×BNSludge Thickened Time T (3.14×D2/4)×H×BN×24/GSV

2-8 Sludge Dewatering

Sign

Type - Mechanical Dewatering (Screw Press Type)Thickened Sludge Solids TS Refer to Material Balance

Unit Number UN

Operating Day ODOperating Time OTRequired Dewatering Capacity DC TS×103×7/(OD×OT×UN)Solids Loading Q100

Screnn Diameter SD1 100×(DC/Q100)^(1/2.2)

SD2

Dimension (unit) UN(Screen Diameter) SD

(Check)Dewatering Capacity DC (SD/100)^2.2×Q100

Operating Time OT TS×103/(DC×(UN-1))*(7/OT)

day(/week)

4.1

10.5

m/basin 10.5

F/S M/P-

t-DS/day 12.32

m

Unit Calculation

basinmm

Item Unit Calculation F/S M/P

-t-DS/day 11.201

Unit 4

hr/day 10.05.0

800

kg/hr/unit 392.0kg-ds/hr/φ100 3.0

4

mm 916.0

mm

291.0

mm 800

kg/hr/unit

Unit

2

kg/m2/day 71.2

11.3

Item

m3/day 1,503

kg/m2/day 75

basin

m2 164.3

Therefore

4.12

10.23

(Diameter)(Depth)

（Basin　Number)

hr

m

Therefore

hour/day 13.5

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B-15

Material Balance Calculation (Primary and Secondary Sedimentation Tank + Thickening Tank + Mechanical Dewatering)

Table-1 Input Data1. Calculation Manner 1 1:Premise that the quality of supernatants are same level removed with inlet sewage

2:Premise that the entire supernatants are removed at treatment process

2. Selection of Treatment Efficiency 2 1:Total Removal Ratio 2:Outlet Water Quality (input 1or2) In case of 1 : input data 90 (%) In case of 2 : input data 30 (mg/l)

3. Excess Sludge Generation 1 1:Consideration of Solid Matter Only 2:Consideration of Converting of Solved BOD (input 1or2)

100 Sludge generation ratio per removal SS(%)a T2=Q2･S2=(a･SBOD+b･S1-c･θ･XA)･Q1/10^6･･(Excess sludge generation formula)b a:Converting ratio of solved BOD(mgMLSS/mgBOD)

c b:Converting ratio of SS(mgMLSS/mgSS)

In case of 2:Input data SBOD c:Sludge reduction ratio caused by endogenous respiration of activated sludge(1/day)

XA SBOD:Solved BOD quality at inlet to reactorθ XA:MLSS concentration(mg/l)

θ:Hydraulic retention time(day)

Table-2 Basic ConditionsWater Flow and Quality Sludge Moisture and Recovery Ratio

･Inlet flow : Q0(m3/D) 70200 ･Primary sludge moisture ratio : W1(%) 98.5 ･Removal ratio in primary tank : A2(%) 50.0 ･Chemical dosage : A5(%) 1.0 ･Inlet quality : S0(mg/l) 180 ･Excess sludge moisture ratio : W2(%) 99.5 ･Recovery ratio in sludge thickener : A3(%) 90.0 ･Chemical dissolve concentration : A6(%) 0.2

･Total removal ratio : A1(%) - ･Thickened sludge moisture ratio : W3(%) 98.0 ･Recovery ratio in dewatering : A4(%) 95.0 ･Effluent quality : St(mg/l) 30.0 ･Dewatered sludge moisture ratio : W4(%) 80.0 ･Sludge generation ratio per removal SS : Si(%) 100.0

Table-3 Material Balance Calculation0 1 2 3 4 5 6 7 8 9 10 11 12 5-1

Ｑ(m3/day) 70,200 71,705 481 71,224 1,022 70,202 554 948 55 610 53 557 1,505 70,147Ｔ(t･DS/day) 12.636 14.428 7.214 7.214 5.108 2.106 11.090 1.232 0.111 11.201 10.641 0.560 1.792 1.995Ｓ(mg/l) 180 201 15,000 101 5,000 30 20,000 1,300 2,000 18,364 200,000 1,006 1,191 30Ｘ(Ti/T0*100) 100 114.2 57.1 57.1 40.4 16.7 87.8 9.8 0.9 88.6 84.2 4.4 14.2 15.8

Figure-1 Material Balance Model

(0:Inlet) 　　　(1:Inlet to Primary Tank) 　 (3:Inlet to Secondary Tank) 　 (5:Outlet from Secondary Tank　 (5-1:Effluent-1) ･Q0( m3/D ) ･Q1( m3/D ) ･Q3( m3/D ) ･Q5( m3/D ) ･Q5-1( m3/D )

･T0(t･DS/D) ･T1(t･DS/D) ･T3(t･DS/D) ･T5(t･DS/D) ･T5-1(t･DS/D)

･S0( mg/l ) ･S1( mg/l ) Primary Sedimentation ･S3( mg/l ) Secondary Tank ･S5( mg/l ) ･S5-1( mg/l ) ・Outlet

(2:Primary Sludge) (4:Excess Sludge) 　 (8:Water for Chemical) ･Q2( m3/D ) ･Q4( m3/D ) ･Q8( m3/D ) ･T2(t･DS/D) ･T4(t･DS/D) ･T8(t･DS/D) ･S2( mg/l ) ･S4( mg/l ) ･S8( mg/l )

(12:Total Supernatant) Thickening Tank (6:Thickened Sludge) Chemical Dosage (9:Sludge with Chemical) Dewatering (10:Sludge Cake) ・Carry Out ･Q12( m3/D ) ･Q6( m3/D ) ･Q9( m3/D ) ･Q10( m3/D ) ･T12(t･DS/D) ･T6(t･DS/D) ･T9(t･DS/D) ･T10(t･DS/D)

･S12( mg/l ) ･S6( mg/l ) ･S9( mg/l ) ･S10( mg/l )

(7:Thickener Supernatant) (11:Dewatering Supernatant) ･Q7( m3/D ) ･Q11( m3/D ) ･T7(t･DS/D) ･T11(t･DS/D) ･S7( mg/l ) ･S11( mg/l )

Calculation Formula ･Q0=Input Data ･Q3=Q1-Q2 ･Q6=T4*100/(100-W3) ･Q9=Q6+Q8 ･Q12=Q7+Q11 ･Q5-1=Q5-Q8 ･T0=Q0*S0*10^(-6) ･T3=T1*(100-A2)/100 ･T6=(T2+T4)*A3/100 ･T9=T6+T8 ･T12=T7+T11 ･T5-1=T5-T8 ･S0=Input Data ･S3=T3*10^6/Q3 ･S6=10^6*(100-W3)/100 ･S9=T9*10^6/Q9 ･S11=T11*10^6/Q11 ･S5-1=S5

･Q1=Q0+Q13 ･Q4=(Q3*ST-T3*10^6)/(ST-S4)*T4/(T3-T5) ･Q7=(Q2+Q4)-Q6 ･Q10=T10*100/(100-W4) ･T1=T0+T13 ･T4={(T1-T5)*Si/100}-T2 ･T7=(T2+T4)-T6 ･T10=T9*A4/100 ･S1=T1*10^6/Q1 ･S4=10^6*(100-W2)/100 ･S7=T7*10^6/Q7 ･S10=10^6*(100-W4)/100

･Q2=T2*100/(100-W1) ･Q5=(T3*10^6-Q3*S4)/(ST-S4) ･Q8=T6*A5/A6 ･Q11=Q9-Q10 ･T2=T1-T3 ･T5=Q5*ST/10^6 ･T8=Q8*S8/10^6 ･T11=T9-T10 ･S2=10^6*(100-W1)/100 ･S5=St ･S8=10^4*A6 ･S11=T11*10^6/Q11

In case of 1:Input data (Sludge generation)

Chemical Conditions for Dewatering

Tank


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ppendix

B-16

Material Balance Sheet

0:Inlet 1:Inlet to Primary Tank 　3:Inlet to Secondary Tank 　5-1:Effluent-1

Q0( m3/D ) 70,200 Q1( m3/D ) 71,705 Q3( m3/D ) 71,224 Q5( m3/D ) 70,202 Q5-1( m3/D ) 70,147

T0(t･DS/D) 12.636 T1(t･DS/D) 14.428 T3(t･DS/D) 7.214 T5(t･DS/D) 2.106 T5-1(t･DS/D) 1.995

S0( mg/l ) 180 S1( mg/l ) 201 S3( mg/l ) 101 S5( mg/l ) 30 S5-1( mg/l ) 30

X1 ( % ) 114.2 X3 ( % ) 57.1 X5 ( % ) 16.7 X5-1 ( % ) 15.8

Primary Sedimentation Secondary Tank ・Outlet

（SS Removal : ％)

　8:Water for Chemical

2:Primary Sludge 4:Excess Sludge Q8( m3/D ) 55

Q2( m3/D ) 481 Q4( m3/D ) 1,022 T8(t･DS/D) 0.111

T2(t･DS/D) 7.214 T4(t･DS/D) 5.108 S8( mg/l ) 2,000

S2( mg/l ) 15,000 S4( mg/l ) 5,000 X8 ( % ) 0.9

X2 ( % ) 57.1 X4 ( % ) 40.4

12:Total Supernatants

Q12( m3/D ) 1,505 * Sludge to Thickener

T12(t･DS/D) 1.792 Q( m3/D ) 1,503 Thickening Tank Chemical Dosage Dewatering

S12( mg/l ) 1,191 T(t･DS/D) 12.322 ・Carry Out X12 ( % ) 14.2 S( mg/l ) 8,201 （SS Recovery : ％) （SS Recovery : ％)

　6:Thickened Sludge 　9:Sludge with Chemical

Q6( m3/D ) 554 Q9( m3/D ) 610 　10:Sludge Cake

T6(t･DS/D) 11.090 T9(t･DS/D) 11.201 Q10( m3/D ) 53

S6( mg/l ) 20,000 S9( mg/l ) 18,364 T10(t･DS/D) 10.641

X6 ( % ) 87.8 X9 ( % ) 88.6 S10( mg/l ) 200,000

X10 ( % ) 84.2

7:Thickener Supernatant 11:Dewatering Supernatant

Q7( m3/D ) 948 Q11( m3/D ) 557

T7(t･DS/D) 1.232 T11(t･DS/D) 0.560

S7( mg/l ) 1,300 S11( mg/l ) 1,006

X7 ( % ) 9.8 X11 ( % ) 4.4

LEGENDＱ：Water Flow : (m3/day)

Ｔ：Solid Matter : (t･DS/day)

Ｓ：Solid Concentration : (mg/l)

Ｘ：Ratio for Inlet Solid : (%)

・ Water

・ Sludge

・ Supernatant

Tank

5:Outlet from Secondary Tank



C-1

C DRAWINGS OF C1 WWTP

Drawing List

Drawing No. Title of Drawing Scale

1 WWTP-001 General Layout Plan of C1 WWTP 1:1500

2 WWTP-002 Hydraulic Profile of C1 WWTP V-1:300

3 WWTP-003 Process Flow of C1 WWTP Non

4 WWTP-004 Administration Building, Plan & Section 1:300

5 WWTP-005 Pumping Station, Plan & Section (1/2) 1:400

6 WWTP-006 Pumping Station, Plan & Section (2/2) 1:400

7 WWTP-007 Primary Sedimentation Tank, Plan & Section

(New Construction of Existing Line) 1:500

8 WWTP-008 Final Sedimentation Tank, Plan & Section

(New Construction of Existing Line) 1:500

9 WWTP-009 Primary/Final Sedimentation Tank & Aeration

Tanks, Plan (Expansion Line) 1:500

10 WWTP-010 Primary/Final Sedimentation Tank & Aeration

Tanks, Section (Expansion Line) 1:500

11 WWTP-011 Chlorination Facility, Plan & Section 1:400

12 WWTP-012 Sludge Pump Room, Plan & Section 1:300

13 WWTP-013 Blower Building, Plan & Section 1:400

14 WWTP-014 Sludge Dewatering Unit Building, Plan & Section 1:400

The P




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Vol VII Sew



ppendix

C-2

Figure C.1 General Layout Plan of C1 WWTP

The P




in Yangon City

Vol VII Sew



ppendix

C-3

Figure C.2 Hydraulic Profile of C1 WWTP

The P




in Yangon City

Vol VII Sew



ppendix

C-4

Figure C.3 Process Flow Diagram of C1 WWTP

The P




in Yangon City

Vol VII Sew



ppendix

C-5

Figure C.4 Administration Building, Plan & Section

The P




in Yangon City

Vol VII Sew



ppendix

C-6

Figure C.5 Pumping Station, Plan & Section (1/2)

The P




in Yangon City

Vol VII Sew



ppendix

C-7

Figure C.6 Pumping Station, Plan & Section (2/2)

The P




in Yangon City

Vol VII Sew



ppendix

C-8

Figure C.7 Primary Sedimentation Tank, Plan & Section (New Construction of Existing Line)

The P




in Yangon City

Vol VII Sew



ppendix

C-9

Figure C.8 Final Sedimentation Tank, Plan & Section (New Construction of Existing Line)

The P




in Yangon City

Vol VII Sew



ppendix

C-10

Figure C.9 Primary/Final Sedimentation & Aeration Tanks, Plan (Expansion Line)

The P




in Yangon City

Vol VII Sew



ppendix

C-11

Figure C.10 Primary/Final Sedimentation & Aeration Tanks, Section (Expansion Line)

The P




in Yangon City

Vol VII Sew



ppendix

C-12

Figure C.11 Chlorination Facility, Plan & Section

The P




in Yangon City

Vol VII Sew



ppendix

C-13

Figure C.12 Sludge Pump Room, Plan & Section

The P




in Yangon City

Vol VII Sew



ppendix

C-14

Figure C.13 Blower Building, Plan & Section

The P




in Yangon City

Vol VII Sew



ppendix

C-15

Figure C.14 Sludge Dewatering Unit Building, Plan & Section


D-1

D FIGURES AND TABLES RELATED TO ELECTRICAL FACILITY

Source：YESB

Figure D.1 YESB Network

The P




in Yangon City

Vol VII Sew



ppendix

D-2

Table D.1 Electricity Consumption by Water Supply System in Yangon


The P




in Yangon City

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ppendix

D-3


Figure D.2 Single Line Diagram


E-1

E COST ESTIMATION (1) The Result of Cost Estimation for Kandawgyi Interceptor Facility



E-2



E-3



E-4



E-5

(2) The Result of Cost Estimation for STP Term-I



E-6



E-7



E-8



E-9



E-10



E-11



E-12



E-13



E-14



E-15



E-16



E-17



E-18



E-19



E-20



E-21



E-22



E-23



E-24



E-25



E-26



E-27

(3) The Result of Cost Estimation for STP Term-II



E-28



E-29



E-30



E-31



E-32



E-33



E-34



E-35



E-36



E-37



E-38

(4) The Result of Cost Estimation for Sewer Network



E-39



E-40



E-41

(5) Operation and Maintenance Cost

Kandawgyi Interceptor Facility

O&M Cost of Kan Daw Gyi 5,809 m3/day

(USD) (USD)Item Cost Item Unit Price

Salary 1,116 Salary (engineer: month) 203Electricity 11,615 (technitian:month) 106Maintenance(Spare parts ) 4,304 (common :month) 93Sludge cake 0 Electricity (/kWh) 0.040Chemical 0 Sludge Cake (/m3) 5Sewer 279 Choline (/kg) 1.7Other cost 341 Polymer (/kg) 5.1

Total 17,655 Coagulant (/kg) 1.0% of Maitenance 1.60

0.84(1) Salary

person unit cost (USD)No. of worker (engineer) 203 = 0No. of worker (technitian) 106 = 0No. of worker (common) 1 93 = 1,116sum 1 1,116

(2) ElecteicitykWh kWh/year

Amount of kWh 723 263,975 0.040 = 10,559sum 11,615

(3) Maintenance(Spare parts )

Cost of Equipment 269,000 0.016 = 4,304sum 4,304

(4) Sludge cakem3/day m3/year

Amount of Sludge Cake 0 5.0 = 0sum

(5) Chemicalkg/day kg/year

Amount of Chlorine 0 1.7 = 0Amount of Polymer 0 5.1 = 0Amount of Coagulant 0 1.0 = 0sum

(6) Sewer Total length (m)= 279279



E-42

C1 Sewerage System

O&M Cost of C1 64,300 m3/day

(USD) (USD)Item Cost Item Unit Price

Salary 40,860 Salary (engineer: month) 203Electricity 281,634 (technitian:month) 106Maintenance(Spare parts ) 543,600 (common :month) 93Sludge cake 89,184 Electricity (/kWh) 0.040Chemical 100,543 Sludge Cake (/m3) 5Sewer 41,352 Choline (/kg) 0.51Other cost 21,116 Polymer (/kg) 1.5

Total 1,118,290 Coagulant (/kg) 1.0% of Maitenance 1.60

4.82(1) Salary

person unit cost (USD)No. of worker (engineer) 5 203 = 12,180No. of worker (technitian) 5 106 = 6,360No. of worker (common) 20 93 = 22,320sum 30 40,860

(2) ElecteicitykWh kWh/year

Amount of kWh 19,290 7,040,850 0.040 = 281,634sum 281,634

(3) Maintenance(Spare parts )

Cost of Equipment 33,975,000 0.016 = 543,600sum 543,600

(4) Sludge cakem3/day m3/year

Amount of Sludge Cake 49 17,837 5.0 = 89,184sum 89,184

(5) Chemicalkg/day kg/year

Amount of Chlorine 193 70,409 0.5 = 35,908Amount of Polymer 116 42,245 1.5 = 64,635Amount of Coagulant 0 1.0 = 0sum 100,543

(6) Sewer Total length (m)58,620 41,352 = 41,352

41,352



F-1

F ECONOMIC AND FINANCIAL ANALYSIS

(1) Questionnaire Survey for Improvement of Lake Water

SI _________

1. How often do you come to the lake?

1) everyday 2) once a week, 3)once a month, 4) 2-3 times a month 5) 2-3 times a year

6) once a year, 7) this is first time?

If The answer is 7) then

2. Have you experienced environmental deterioration of lake last few years?

3. What do you think of the lake water?

4. Are you aware that the lake’s green color is reflection of algae growth?

YES NO

5. Are you aware of the JICA working on this problem with a test plant?

YES NO

6. How much have you paid to enter the park today?

_________

7. How much in addition would you be willing to pay per your visit i for entrance fee if lake

water quality is improved?

1) +100 2) +200, 3)+300, 4)+400 5)+500, 6)MORE THEN +600 %? How much

8. Your profile

Place of Residence:

AGE:

PROFESSION:

DATE _________________ INTERVIEWER _____________

Instructions for Interview Survey


F-2

1. Finding a respondent:

We would like to have answers from all kinds of background including age, purpose of visits, income,

sex etc. So please try to approach different type of visitors each time, such as young one after old

person, woman after man. Please do not include children. Look for someone above 20.

During daytime there are only few visitors so that the interviews are not efficient. It is more efficient

during early evening and morning or holidays.

2. Starting questions

-First introduce yourself as a surveyor working for a project undertaken by Japanese Government and

city of Yangon to improve environment.

- The interview would only take 5 minutes of easy questions. Only start asking after receiving the OK

from the respondent.

- For numerical questions you can ask the upper side and lower side such as visiting the park once a

week or one a year and then can narrow down to more specific zone.

- If the visitor is the first timer, you can skip the question 2, because it is not possible to answer this.

3. Filling answers

After you finished asking, please thank the respondent and make sure the answers you write are clearly

readable. Make corrections on the spot immediately. Do not depend on your memory for later

corrections.


F-3

(2) Kandawgyi Lake Survey Report

JICA Study Team had undertaken an interview survey regarding the improvement of water quality in

the Kandawgyi Lake. The survey period was June 3 to 10. The Survey included 4 weekdays and 2

weekend days. Recruited and trained three interviewers asked the visitors to the park by randomly

selecting the respondents. They obtained answers from 451 persons, approximately 150 persons by

each interviewer.

The questions are as follows;

1. How often does the respondent come to the lake?

2. Have the respondent experienced environmental deterioration of lake last few years?

3. What do the respondent think of the lake water?

4. Are the respondents aware that the lake’s green color is reflection of algae growth?

5. How is the respondent aware of the JICA working on this problem with a test plant?

6. How much have the respondent paid to enter the park today?

7. How much in addition would the respondent be willing to pay per respondent’s visit for entrance

fee if lake water quality is improved?

8. The respondent profile: Place of residence, Age, Profession

(For the detail please refer to Appendix F1.) Question No.1, visitor’s frequency is shown by Figure F.1. Everyday visitors were 5 persons among

451 persons, comprising 1 %. Visitors responding once a week and once a month are the largest

groups, comprising 23%, and 25% respectively of the total. The third largest group is the first time

visitors, 22%. Two or three times a month and two or three times a year visitors is almost same,

approximately 10%.


Figure F.1 Visitor’s Frequency


F-4

Question number 2 asked about the environmental deterioration experience of lake in last few years.

The answer was addressed to the groups except for the first time visitors. It is Yes and No answer. The

respondents also added their comments such as (Before, it’s not dirty like that.) (It’s a lot of rubbish.)

(May be it is because of Nargis cyclone.). Question number 3 asked about what the respondent thinks of lake’s color. After classification, the

answers are almost identical. The lake is dirty and smelly, thus it needs improvements. Question number 4 asked whether the respondent is aware that the lake’s green color is reflection of

algae growth? Among 451 persons, 446 persons answered YES i.e., 99%, and NO were only 1%. Question number 5 asked whether the respondent is aware of the JICA working on the lake water

problem with a test plant. Those who answered YES were 56%, and NO were 44%. Question number 6 asked how much the respondent paid to enter the park on that day. Most of visitors

paid 300 Kyats. But, there were some variations in the entrance fee and some foreigners paid in

dollars.

Question number 7 asked how much more the respondent would be willing to pay per visit as entrance

fee if lake water quality is improved. The distribution of answers is shown in Figure F.2. The largest

group chose additional fees of 200 Kyats, i.e., 55%. The groups of additional fee of 300 and 600 Kyats

both comprise 14% of the total. The groups with additional fees of 100 and 400 Kyats comprise 4%

and 3% respectively. 500 Kyats group is comprised of 32 persons, 7% of the total. The average

additional amount that visitors can pay (as per survey) for improved lake water quality is 296 Kyats.


Figure F.2 Additional Entrance Fees

The age profile of the respondents shows that the age group of twenties is the largest, 79%. The

respondent in the age group of thirties was 15%, in the forties was 3%, and in the fifties was 3%. Only


F-5

1% of the respondents were in the age group of sixties.


Figure F.3 Respondent Age Group

Figure F.4 shows the analysis of willingness to pay for lake water improvements by age group. 57% of

the age group 20-30 is willing to pay additional 200 Kyats and 15% is willing to pay additional 300

Kyats. There are substantial number of respondents within the age group of over 40 willing to pay

additional 500 Kyats and 600 Kyats reflecting larger paying capacities of the group.


Figure F.4 Willingness of Additional Fees by Age Group


F-6

Figure F.5 shows the additional fees by frequency of visits. Naturally all groups are concentrated in the

200 Kyat bracket. The willingness to pay of the group of everyday visit is concentrated in the top

category of additional 600 Kyat, reflecting their strong attachment to the lake. The group of once a

year visit are more evenly distributed reflecting the minimal financial impacts due to less frequency.


Figure F.5 Willingness of Additional Fees by Visitor Frequency

Almost all respondents understood the problem of the lake water quality and expressed a need for

improvement. The average willingness to pay for improvement was 296 Kyat.


F-7

(3) Methodology for Economic Benefits Deriviation

Here, an attempt is made to explain a basic theory on willingness-to-pay, and economic benefit in

water supply and sanitation. For easy exposition of the case, the demand for both water and sanitation

is considered simultaneously. When citizens face a question on how much willing to pay for three

liters of drinking water a day, they would be willing to pay as much as they are paying for bottles of

mineral water now. For example, the ongoing prices for mineral water delivery in Yangon range from

60 thousand to 100 thousand Kyats per cubic meter of water. The prices are close to one thousand

times more expensive than the current municipal water service. It is quite natural to pay more for

bodily intake of water for the sake of safety. Willingness to pay would rapidly decline for the use of

water for washing dishes or taking showers. Still the willingness may be higher than the current price

of 88 Kyat per cubic meter for municipal water service. Going down the list of water use, the water

usage for cleaning floors and flushing toilets will fetch even lower prices in normal circumstances. If

the demand for water is accumulated from high valued uses to lower valued uses horizontally with

corresponding unit-wise willingness to pay vertically, the graph would appear as shown in Figure F.6.


Figure F.6 WTP Curve for Water and Sanitation Service

If a water supply corporation set the tariff at the point A, the customer will only consume water up to

the point W in the graph. In this case the customer spends the payment for water represented by the

blue rectangle. On the other hand, the value of customer benefit would be equal to the combined red

and blue areas. The marginal benefit starting the very first liter of consumption represented by the


F-8

origin and the consecutive liters will gradually decline along the slope of the water demand curve in

the graph. Therefore the cumulative benefit is equal to the areas represented by red and blue shapes.

From the social perspective, the most influential determinant for willingness to pay for water is the

level of income of each individual. Naturally, higher income customers are willing to pay more for the

same quantity of consumption due to the higher paying capacities. Let us assume that the society

consisting of twenty consumers as shown in Table F.1. The customers are rearranged from higher

income customers to lower with corresponding willingness to pay for one cubic meter of water as

shown in the graph depicted in Figure F.7. As is the case with Figure F.6, the curve in F.7 shows a

downward slope. The downward slope can be considered as the societal demand curve for water,

consisting of different income groups. More precisely, the real societal demand is derived by adding

individual downward sloped demand curves to create a societal demand curve which is more gradual

but equally downward sloped demand curve. Obviously, when a water supply sets an equal tariff for

any consumption, a higher income person would benefit more than lower income person. As the

demand curve is followed down to the tariff level the corresponding income customer has less and less

extra benefit beyond the price of water. The accumulated values from highest to the tariff level and

supplied quantity is equal to the societal total benefit for the particular quantity and tariff according to

the standard economic theory.


F-9

Table F.1 Income Level and Corresponding Demand for Fictitious 20 Person Society



Figure F.7 Water Demand Curve Created from the 20 Person Willingness-To-Pay Model


G-1

G ENVIRONMENTAL AND SOCIAL CONSIDERATIONS

1. Environmental and Social Baseline Data.

1.1 Population and Area

The population and area of four townships in C1 zone are shown in the Table below.

Table G1 Population and Area of C1 Sewerage Zone

Township Area (ha)

Population Household Density (pop/ha)

2011 2025 2040 2011 2011

Pabedan 62 37,551 37,551 37,551 5,366 606

Kyauktada 70 34,797 34,797 34,797 6,078 497

Botahtaung 260 49,134 49,134 49,134 8,148 189

Pazundaung 107 53,648 54,822 56,647 8,258 501

Total 499 175,130 176,304 178,129 27,850 351


1.2 Existing Infrastructure and Services

The existing infrastructure and services of four townships are shown in the table below. The CBD

district is old and developed so that there is no significant difference among four townships.

Table G2 Infrastructure Services in C1 Zone

Township Electricity

Piped Water Supply

Sewage

Sludge Removal

from Septic Tank

Telephone (Fixed)

Solid Waste Collection

Yes No Yes No Yes No Yes No Yes No Yes No

Pabedan 100% 0% 86% 14% 91% 9% 70% 30% 71% 29% 95% 5%

Kyauktada 100% 0% 82% 18% 82% 18% 65% 35% 74% 26% 92% 8%

Botahtaung 100% 0% 84% 16% 74% 26% 71% 29% 63% 37% 91% 9%

Pazundaung 100% 0% 89% 11% 82% 18% 79% 21% 73% 27% 94% 6%

Yangon 88% 12% 40% 60% 44% 56% 49% 51% 26% 74% 72% 28%


The access to the toilet facilities is shown in the table below. The sewerage system in CBD district is

developed so that most of the household own the pour-flush and flush toilet.

Table G3 Access to Toilet Facility Township No Toilet Pit Latrine Pour-flush Toilet Flush Toilet

Pabedan 1.5% 0.0% 83.3% 15.2%

Kyauktada 0.0% 0.0% 74.3% 25.7%

Botahtaung 0.0% 1.9% 82.5% 15.5%

Pazundaung 0.0% 2.8% 81.3% 15.9%

Yangon 0.6% 11.1% 82.6% 5.8%



G-2

1.3 Socio-Economic Situation

The monthly income distribution by township is shown in the figure below. Compared with the

average, the high income distribution is above the average in the townships in C1 zone so these areas

are relatively wealthy area.


Figure G1 Income Distribution in C1 Zone

The education level of each township is shown in the table below. The level of income and education

is correlative.

Table G4 Education Level in C1 Zone

Township Master Degree/ Doctoral Degree

University Diploma High

School Middle School

Primary School

Lower Primary

Pabedan 3% 36% 3% 23% 9% 18% 8%

Kyauktada 0% 32% 4% 24% 27% 5% 7%

Botahtaung 3% 32% 1% 17% 27% 14% 6%

Pazundaung 1% 49% 3% 21% 20% 2% 5%

Yangon 1% 19% 0% 12% 29% 24% 15%


1.4 Air Quality

YCDC is not monitoring the air quality regularly. The existing data of air quality is the results of the

measurements of April 2007 and January 2008 by NCEA. The air quality standards are not established

yet in Myanmar. Comparing the WHO standards, the values of PM10 and TSP are higher than the

standards.


G-3


Figure G2 Measurement Location of Air Quality

Table G5 Results of Air Quality

Site Date TSP

(ug/m3) PM10

(ug/m3) SO2

(ug/m3) NO2

(ug/m3) 1. Commercial site (Traders Hotel)

April, 2007 342.58 177.69 - - Jan, 2008 143.21 71.75 - -

2. Residential site (IBC) April, 2007 168.61 68.59 1.14 23.22Jan, 2008 118.70 65.30 1.24 22.28

3. Surrounding site near to industrial zone (Forest Department Head Quarter)

April, 2007 127.37 66.95 0.37 28.36

Jan, 2008 188.66 136.92 0.25 25.42WHO (2005 updated) 100 50.00 20.00 40.00

Source: DPCC, YCDC

1.5 Waste

Department of Pollution Control and Cleansing (DPCC) of YCDC is responsible for waste

management in Yangon City. DPCC implemented the waste generation survey from 2011 to 2012 and

it identified that the waste generation is 0.396 kg per person per day. Among the waste, 76 % is

organic, 10% plastic, and 4 % is paper and textile. Waste collected is (1,550 ton per day), around 92 %

of total generation. 62 % of collected waste comes from household waste, 35 % from commercial and

market waste and 0.1% from the hospital. The

amount of disposed waste at the dumping site is

1,250 – 1,400 ton per day in the past 5 years. The

amount decreased from 2007 to 2010, but increased

from 2010 to 2011. The considerable reasons for

decrease are: illegal dumping, recycling activities

and capital relocation. The recent increase may be

caused by the increase of economic activity and

reduction of illegal dumping by control. The amount

of waste generation from 2012 to 2013 is 1,690

ton/day.

Source: DPCC, YCDC

Figure G3 Solid Waste Amount

456,344

433,764

437,472

426,999

479,280

400,000

420,000

440,000

460,000

480,000


G-4

There are two main final disposal sites and five temporary sites in Yangon City. These two disposal

sites are open and receive waste for 24 hour/day, operated by DPCC. The temporary sites are

supervised by DPCC.

Figure G4 Location of Waste Disposal Site

The Htein Bin landfill site is located at 30 km north-west of center of Yangon City. The area is 150

acre (60 ha) and 847 ton /day of solid waste is disposed. The landfill is divided into 16 blocks and one

block is 150 m on a side and 3 m depth. The measure to prevent the infiltration to ground is not taken.

10 blocks among 16 blocks are occupied with the solid waste. The Htein Bin landfill accepts the

industrial and construction waste and the disposal fee is 5,000 Kyat for first one ton and 2,000 Kyat

/ton for the rest of the weight. The medical waste is incinerated at the incinerator located near the

Htein Bin landfill. The project is under preparation to generate the electricity and 92% biogas by using

the methane gas which will be generated from the solid waste. The construction of the facility may

start in November 2013 at the earliest.

The Htawe Chaung landfill is located at 26 km north of Yangon

City. The area is 150 acre (60 ha) and 612 ton /day of solid waste is

disposed. The landfill is open dumping and no measurement to

prevent the pollution of soil and groundwater is taken. There is

plan to generate electricity by incinerator.

The recycle activities are implemented by YCDC and the private

agencies. The DPCC of YCDC implements the awareness

activities to the public and students to enhance recycling. The

amount of recycle waste is 86 ton/day.

Item Ton/day

Plastic 5.1

Paper 8.94

Carton 11

Leather 0.1

Iron 0.5

Metal 0.3

Copper 0.3

Lead 0.1

Glass 40.5

Can 5.1

Table G6 Recycled Waste

Source: DPCC, YCDC

Htawe Chaung

Htein

Htawe

Htein Bin


G-5

1.6 Cultural Heritage

189 buildings which were constructed before 1950 are registered as cultural heritage buildings by

YCDC in 1996. The buildings are located in twenty-one townships and 25 % of the buildings

(forty-eight) are located in the Kyauktada and Botahtaung Townships, center of the Yangon City. 49 %

of the heritage buildings are religious buildings such as Pagoda, temple and mosque, and 28 % is used

as office buildings.

1.7 Fauna, Flora and Biodiversity

The biodiversity inventory has not yet been completed in Myanmar, it is officially stated that there are

153 endangered species. In Greater Yangon, it is recorded that three are threatened animal species and

two threatened plant species as shown in the Table below.

Table G7 Endangered Animal Species and Plant

No. Scientific name Common name Family IUCN, 2011

1

Lissemys punctata

Indian flap shell turtle TrionychidaeEndangered (EN)

絶滅危惧IB類

2

Indotestudo elongate

Yellow tortoise TestudinidaeEndangered (EN)

絶滅危惧IB類

3

Python molurus divittatus

Burmese Python BoidaeEndangered (EN)

絶滅危惧IB類

4

Dipterocarpus alatus

Kanyin-phyu DipterocarpaceaeEndangered (EN)

絶滅危惧IB類

5

Hopea Odorata

Thin-Gan DipterocarpaceaeVulnerable (VU)

絶滅危惧II類

Source: JICA Urban Plan Study, 2012


G-6

1.8 Kandawgyi Lake

The Kandawgyi Lake is located in the center of Yangon City, this is the artificial lake used as the water

source constructed in 1879. The water of Inya Lake was transmitted in 1884 as the demand of water

increased due to the population increase. However, as the development of the City, the amount and

quality of lake water was not appropriate for drinking water and finished its role in 1904. The lake

surrounding is 8 km, the lake area is 64.7 ha and depth is around 3 m. 44.5 ha of park surrounds the

lake and 28 ha of Yangon Zoological Garden is located next to the park. Many citizens visit the

Kandawgyi Park and 31 % of the respondents of HIS answered the Kandawgyi Park is their favorite

park. Around twelve commercial facilities such as restaurants and hotel are located in the vicinity and

the wastewater is treated by the simple treatment system (grease trap, septic tank etc.) and the effluent

is discharged into the Lake. There is no water flow from the south and east by the geographic features.

The five drains in the catchment area of Bahan and Tarmwe, flow into the Lake, and the water quality

of the Lake is deteriorated due to the inflow of the wastewater.


G-7

2. Checklist

CategoryEnvironmental

Item Main Check Items

Yes: Y No: N

Confirmation of Environmental Considerations (Reasons, Mitigation Measures)

1 P

erm

its

and

Exp

lana

tion

(1) EIA and Environmental Permits

(a) Have EIA reports been already prepared in official process? (b) Have EIA reports been approved by authorities of the host country's government? (c) Have EIA reports been unconditionally approved? If conditions are imposed on the approval of EIA reports, are the conditions satisfied? (d) In addition to the above approvals, have other required environmental permits been obtained from the appropriate regulatory authorities of the host country's government?

(a) N (b) - (c) - (d) -

(a) The laws and regulations related to EIA are under preparation in Myanmar. Environmental and social considerations at IEE level was implemented in F/S stage according to JICA Guidelines. (b) (c) (d)

(2) Explanation to the Local Stakeholders

(a) Have contents of the project and the potential impacts been adequately explained to the Local stakeholders based on appropriate procedures, including information disclosure? Is understanding obtained from the Local stakeholders? (b) Have the comment from the stakeholders (such as local residents) been reflected to the project design?

(a) Y (b) -

(a) The stakeholder meeting related to the M/P and selection of priority project was implemented in April 2013. The stakeholder meeting to inform the results of IEE study was organized on 17 July 2013. (b) The comments raised by the participants in the first stakeholder meeting were covered by the Study. The questions in the second stakeholders were answered and there is no comments to be reflected to the project design.

(3) Examination of Alternatives

(a) Have alternative plans of the project been examined with social and environmental considerations?

(a) Y (a) The project is the rehabilitation of the existing WWTP so that there are not many alternatives. Related to the trunk main, alternatives for the rehabilitation or replacement or re-construction were considered and the traffic disturbance, generation of waste and water pollution were examined for the alternatives.

2 Po

llut

ion

Con

trol

(1) Water Quality

(a) Do pollutants, such as SS, BOD, COD, pH contained in treated effluent from a sewage treatment plant comply with the country’s effluent standards? (b) Does untreated water contain heavy metals?

(a)- (b) N

(a) There are no effluent standards in Myanmar. The standards as BOD 20mg/l and SS 30 mg/l are adopted for the project. (b) No factories or industries are operated in the CBD area so that the heavy metals may not be included in the wastewater.

(2) Wastes (a) Are wastes, such as sludge generated by the facility operations properly treated and disposed of in accordance with the country’s standards?

(a) - (a) There are no standards for disposal of the sludge in Myanmar. The heavy metals are not included in the wastewater so that the sludge can be reused for the parks and agriculture and the rest should be treated at the waste dumping site.

(3) Soil Contamination

(a) If wastes, such as sludge are suspected to contain heavy metals, are adequate measures taken to prevent contamination of soil and groundwater by leachates from the wastes?

(a) - (a) As the sludge does not contain the heavy metal, the measures are not required. The sludge treatment and storage facilities should be provided as the prevention measures for soil contamination and the details will be considered during the detail design.


G-8



Yes: Y No: N



(a) Do noise and vibrations generated from the facilities, such as sludge treatment facilities and pumping stations comply with the country’s standards?

(a) - (a) The standards for noise and vibration are not yet established in Myanmar. The standards of IFC (70 dB) shall be applied till the standards will be established. To keep the standards, control is necessary such as proper maintenance of equipment and vehicles, turning off the engines and mufflers. The equipment which creates noise and vibration should be installed in the properly acoustically lined building and low-noise equipment should be adopted. There is no regulation for vibrations in Myanmar and it is proposed to follow the international standards, DIN 4150-3: Effects of vibration on structures. The equipment which causes the vibration should be carefully selected to keep the vibration level under DIA 4150-3.

(5) Odor (a) Are adequate control measures taken for odor sources, such as sludge treatment facilities?

(a) Y (a) The process equipment for these operations is usually housed in buildings that are ventilated and sometimes have exhaust air odor treatment. Odors can be reduced or prevented through normal housekeeping and improved operation and maintenance design procedures.

3 N

atur

al E

nvir

onm

ent

(1) Protected Areas

(a) Is the project site located in protected areas designated by the country’s laws or international treaties and conventions? Is there a possibility that the project will affect the protected areas?

(a)N (a) There are no protected area in and near around the project site.

(2) Ecosystem (a) Does the project site encompass primeval forests, tropical rain forests, ecologically valuable habitats (e.g., coral reefs, mangroves, or tidal flats)? (b) Does the project site encompass the protected habitats of endangered species designated by the country’s laws or international treaties and conventions? (c) If significant ecological impacts are anticipated, are adequate protection measures taken to reduce the impacts on the ecosystem? (d) Is there a possibility that the project will adversely affect aquatic environments, such as rivers? Are adequate measures taken to reduce the impacts on aquatic environments, such as aquatic organisms?

(a)N (b)N (c)- (d)-

(a) Not included in the Project (b) Not included in the Project (c) (d)


G-9



Yes: Y No: N


4 So

cial

Env

iron

men

t

(1) Resettlement

(a) Is involuntary resettlement caused by project implementation? If involuntary resettlement is caused, are efforts made to minimize the impacts caused by the resettlement? (b) Is adequate explanation on compensation and resettlement given to affected people prior to resettlement? (c) Is the resettlement plan, including compensation with full replacement costs, restoration of livelihoods and living standards developed based on socioeconomic studies on resettlement? (d) Is the compensations going to be paid prior to the resettlement? (e) Is the compensation policies prepared in document? (f) Does the resettlement plan pay particular attention to vulnerable groups or people, including women, children, the elderly, people below the poverty line, ethnic minorities, and indigenous peoples? (g) Are agreements with the affected people obtained prior to resettlement? (h) Is the organizational framework established to properly implement resettlement? Are the capacity and budget secured to implement the plan? (i) Are any plans developed to monitor the impacts of resettlement? (j) Is the grievance redress mechanism established?

(a)N (b)- (c)- (d)- (e)- (f)- (g)- (h)- (i)- (j)-

(a) 1.35 ha of land is required for the expansion of the WWTP and right to use the land belongs to the government so that there is no involuntary resettlement. (b)-(j) There is two-story buildings in the area used by the Navy. The necessity of compensation and the amount of compensation will be decided by the negotiation among the governmental agencies.

(2) Living and Livelihood

(a) Is there a possibility that changes in land uses and water uses due to the project will adversely affect the living conditions of inhabitants? (b) Is there a possibility that the project will adversely affect the living conditions of inhabitants? Are adequate measures considered to reduce the impacts, if necessary?

(a)N (b)N

(a) The required land is not private land so that no impact is expected. (b) The construction will be implemented in the area of government, YCDC and public area (road). The traffic disturbance may be expected during construction (the mitigation measures are described in "5. Other, (1) Impact during construction").

4 S

ocia

l Env

iron

men

t

(3) Heritage (a) Is there a possibility that the project will damage the local archeological, historical, cultural, and religious heritage? Are adequate measures considered to protect these sites in accordance with the country’s laws?

(a)N (a) There are heritage buildings within the project site. The discussion with Building department of YCDC and Yangon Heritage trust (NGO) was held and it was concluded no consideration is required.

(4) Landscape (a) Is there a possibility that the project will adversely affect the local landscape? Are necessary measures taken?

(a)N (a) The expansion of the existing WWTP may not change any landscape and the trunk sewers are underground so that there is no impact expected.


G-10



Yes: Y No: N


(5) Ethnic Minorities and Indigenous Peoples

(a) Are considerations given to reduce impacts on the culture and lifestyle of ethnic minorities and indigenous peoples? (b) Are all of the rights of ethnic minorities and indigenous peoples in relation to lands and resources respected?

(a)N (b)-

(a) There are no ethnic minorities and indigenous peoples within the Project site and no impact is expected. (b)

(6) Working Conditions

(a) Is the project proponent not violating any laws and ordinances associated with the working conditions of the country which the project proponent should observe in the project? (b) Are tangible safety considerations in place for individuals involved in the project, such as the installation of safety equipment which prevents industrial accidents, and management of hazardous materials? (c) Are intangible measures being planned and implemented for individuals involved in the project, such as the establishment of a safety and health program, and safety training (including traffic safety and public health) for workers etc.? (d) Are appropriate measures taken to ensure that security guards involved in the project not to violate safety of other individuals involved, or local residents?

(a)- (b)Y (c)Y (d)Y

(a) Laws and regulations related to working conditions are not yet established. (b) The safety considerations should be prepared by the contractor which should meet the requirement of ILO standards to secure the safety of working conditions. (c) The safety training such as wearing working clothes and work shoes, use of temporary toilet, traffic safety and public health should be provided by the contractor. (d) The education such as behavior and manner of speaking to the citizen, the action to the complaint etc. should be provided to the security guard by the contractor.

5 O

ther

s

(1) Impacts during Construction

(a) Are adequate measures considered to reduce impacts during construction (e.g., noise, vibrations, turbid water, dust, exhaust gases, and wastes)? (b) If construction activities adversely affect the natural environment (ecosystem), are adequate measures considered to reduce impacts? (c) If construction activities adversely affect the social environment, are adequate measures considered to reduce impacts? (d) If the construction activities might cause traffic congestion, are adequate measures considered to reduce such impacts?

(a)Y (b)- (c)Y (d)Y

(a) For the noise, vibration, dust and exhaust gases, the measures such as consideration of construction time, proper maintenance of construction vehicle, idling off and installation of mufflers should be taken. The excavated soil should be disposed of at the existing landfill. (b) No impact is expected. (c) No impact is expected. (d) During construction, the traffic disturbance may be expected. The mitigation measures such as prior notice of construction, provision of proper notice at site and alternative routes should be taken in cooperation with traffic police.

(2) Monitoring

(a) Does the proponent develop and implement monitoring program for the environmental items that are considered to have potential impacts? (b) What are the items, methods and frequencies of the monitoring program? (c) Does the proponent establish an adequate monitoring framework (organization, personnel, equipment, and adequate budget to sustain the monitoring

(a)Y (b)- (c)Y (d)-

(a) The monitoring system is not yet developed in Myanmar so that the proposed monitoring shall be implemented according to the JICA Guidelines. (b) No items, methods nor frequencies are stipulated. The monitoring of the complaints and actions to the complaint, noise and air quality shall be implemented. (c) The monitoring will be implemented during construction period and the responsible


G-11



Yes: Y No: N


framework)? (d) Are any regulatory requirements pertaining to the monitoring report system identified, such as the format and frequency of reports from the proponent to the regulatory authorities?

organization is the contractor under the supervision of YCDC. During operation period, the water quality analysis for influent and effluent should be implemented in the laboratory of WWTP and the necessary capacity development is proposed in the study. (d) The monitoring system is not yet developed, the report is sent to YCDC only.

6 N

ote

Note on Using Environmental Checklist

(a) If necessary, the impacts to transboundary or global issues should be confirmed (e.g., the project includes factors that may cause problems, such as transboundary waste treatment, acid rain, destruction of the ozone layer, or global warming).

(a)- (a)

1) Regarding the term “Country’s Standards” mentioned in the above table, in the event that environmental standards in the country where the project is located diverge significantly from international standards, appropriate environmental considerations are required to be made.

In cases where local environmental regulations are yet to be established in some areas, considerations should be made based on comparisons with appropriate standards of other countries (including Japan's experience).

2) Environmental checklist provides general environmental items to be checked. It may be necessary to add or delete an item taking into account the characteristics of the project and the particular circumstances of the country and locality in which the project is located.


G-12

3. Monitoring Form

3.1 IMPROVEMENT OF C1 SEWERAGE ZONE

In Myanmar, as the monitoring system is not yet established, the monitoring results should be reported

to YCDC. The draft monitoring form is proposed.

(1) Construction

1. Response/Actions to the comments and guidance from the Governmental Authorities and the Public

Monitoring Item Monitoring Results during Report Period

Number and contents of formal comments made by the public

Number and contents of responses from YCDC

2. Pollution

- Noise / Vibration

Item Unit Measured

Value （Mean）

Measured Value

（Max.）

Country’s Standards

Referred International

Standards

Remarks (Measurement

Point, Frequency, Method, etc.)

Noise level at WWTP

dB

70

Noise level Merchant Road

dB

70

Noise level Strand Road

dB

70

* IFC General Health, and Safety (EHS) Guidelines, April 2007

- Air Pollution

Item Unit Measured

Value（Mean）

Measured Value

（Max.）


Referred International Standards*



NO2 μg/m3

40μg/m3:Annual mean

200μg/m3 1-hour mean

SO2 μg/m3 20μg/m3:24 hour

mean

PM10 μg/m3 50μg/m3

24-hour mean

* Air Quality Guidelines Global Update 2005, WHO

- Water quality of groundwater


G-13

Item Monitoring result Mitigation measure

Turbidity

Water level

- Soil Quality


Spillage of oil

Spillage of wastewater

(2) Operation

1. Response/Actions to the comments and guidance from the Governmental Authorities and the Public




2. Pollution

- Noise / Vibration

Item Unit Measured

Value（Mean）

Measured Value

（Max.）



Standards



Noise level at WWTP

dB 70


- Water Quality of Inflow

Item Unit Measured

Value（Mean）

Measured Value

（Max.）



Standards



BOD mg/l 200 SS mg/l 180

- Water Quality of Effluent

Item Unit Measured

Value（Mean）

Measured Value

（Max.）



Standards



BOD mg/l 20

SS mg/l 30


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- Soil quality


Spillage of wastewater

3.2 IMPROVEMENT OF WATER QUALITY OF KANDAWGYI LAKE

In Myanmar, as the monitoring system is not yet established, the monitoring results should be reported

to YCDC. The draft monitoring form is proposed.

(1) Construction

1. Responses/Actions to Comments and Guidance from Government Authorities and the Public




2. Pollution

- Noise / Vibration

Item Unit Measured

Value（Mean）

Measured Value

（Max.）



Standards



Interceptor along Kandawgyi Lake

dB 70


- Air Pollution

Item Unit Measured

Value（Mean）

Measured Value

（Max.）



Standards



NO2 ug/m3

40μg/m3:Annual mean

200μg/m3 1-hour mean

SO2 ug/m3 20μg/m3:24 hour

mean

PM10 ug/m3 50μg/m3

24-hour mean

* Air Quality Guidelines Global Update 2005, WHO


G-15

4. Minutes of Public Consultation Seminar

Minutes of Public Consultation Seminar on

The Project for the Improvement of Water Supply,

Sewerage and Drainage System in Yangon City

Venue: Kandawgyi Palace Hotel (Yangon)

Date: 17 July 2013 (Wednesday)

Time: 14:00 am – 16:30 pm

Attendance:

As attached.

Agenda:

1) Opening Session

2) Presentation on the Priority Projects for Water Supply, Sewerage and Drainage

System

3) Questions and Answers

4) Closing Session

Minutes:

1. Master announced the opening of the Public Consultation Seminar on the Project for the

Improvement of Water Supply, Sewerage and Drainage System in Yangon City at 14:00 am.

2. Master called for Opening Speech of H. E. U Kyaw Soe, Secretary of Yangon City. U Kyaw Soe

gave an opening speech.

3. Master called for Opening Remark of Mr. Akihito Sanjo, Senior Representative of JICA Myanmar

Office. Mr. Sanjo gave an opening remark.

4. Master called for the explanation. Mr. Sato of JICA Study Team made a presentation for “Outline

of the JICA Project and Components of priority projects for water supply”, with the introduction

of seminar agendas and the explanation of study schedule at the beginning.

5. Master called for the explanation and Mr. Miyamoto of JICA Study Team made a presentation for

Priority Project for Sewerage System and Improvement of Kandawgyi Lake.

6. Master called for the explanation and Mr. Ohno of JICA Study Team made a presentation for

Tariff Setting for Water Supply System.

7. Master called for the explanation and Mr. Nishimaki of JICA Study Team made a presentation for

Tariff Setting for Sewerage System.

8. Master called for the explanation and Ms. Yamada of JICA Study Team made a presentation for

Environmental and Social Considerations.


G-16

9. Master called for questions from audience for agenda 3).

a) Mr. Than Myint, Myanmar Engineering Society asked the questions:

The drainage system was not explained in the presentation though the drainage system is

included in the study name. Is it included in the study?

The drainage plan was made for whole Yangon City?

Mr. Miyamoto answered the question that:

The drainage system was included in the Master Plan, which was presented in the

previous public consultation seminar.

The master plan for drainage system covers whole Yangon City.

b) Prof. Dr. Khin Ni Ni Thein, WRTC Myanmar made a comment to wrap up the seminar and

questions.

She gave the good rating to the presentation as well as the study contents and she

appreciated that the questions she made in the previous public consultation seminar

(financial analysis, environmental and social considerations etc.) were covered by this

presentation.

She requested YCDC to follow the suggestions of JICA Study Team related to the tariff

setting and environmental and social consideration, and suggested translating the

presentation of tariff into Myanmar and announcing to the public.

She asked that the transmission pipe from Inya Lake to Kandawgyi Lake costs too much

and is not good idea. She suggested that to educate the people not to discharge the waste

is better way to improve the water quality.

Ms. Yamada answered the question that the transmission pipe exists already so there is no

need for additional cost. Mr. Momose thanked for her suggestions.

c) Dr. Tha Kyan, Botahtaung Township Development & Support Committee made suggestions

as follows:

Tariff setting for sewerage system is quite interesting but a little early for the citizens. So

let us start from hotels, restaurant and industrial.

Mr. Momose thanked for his suggestions.

d) Ms. Than Than Soe, Director (Rtd), Department of Human Settlement & Housing

development, Min. of Construction raised the questions and comments that:

Ngamoyeik Plan is considered in the Master plan?

The water from Lagunbyin system will be serviced to the Thilawa SEZ?

Mr. Momose answered that the Ngamoyeik plan is incorporated into the master plan and

the water can be distributed to Thilawa SEZ.

10. Master announced the closing of the consultation seminar, the seminar adjourned at 16:30 pm.


G-17

Attachment 1

List of Participants

Name Title Organization

U Min Swe Regional Chief Administrator Irrigation Department

U Kyi Tin Director Department of Development Affairs

U Maung Maung Khin

Advisor YCDC

Dr. Khin Ni Ni Thein Chairman Water Resource Training Centre

U Than Myint Patron Myanmar Engineering Society

U Percy Lao Advisor Myanmar Engineering Society

Dr. Khin Maung Lwin Advisor Asia Development Bank

Daw Than Than Soe Director (Retired) Department of Human Settlement and Housing

U Kyaw Soe Secretary YCDC

U Soe Si Committee Member (7) YCDC

U Myat Thet Head of Department Department of City Planning & Land Admin

U Maung Maung Zaw Head of Department Department of Engineering (Building)

Dr. Myat Mon Aye Head of Department Health Department

U Yi Win Head of Department Department of Co-ordination

U Aung San Win Deputy Head of Dept Department of Engineering (Water & Sanitation)

U Toe Aung Deputy Head of Dept Department of City Planning & Land Admin

U Win Hlaing Htun Assistant Head of Dept; Department of City Planning & Land Admin

U Khin Maung Phue Assistant Head of Dept; Department of Engineering (Water & Sanitation)

U Aung Khin Zaw Assistant Head of Dept; Department of Engineering (Water & Sanitation)

U Myo Thein Assistant Head of Dept; Department of Engineering (Water & Sanitation)

U Thein Min Assistant Head of Dept; Department of Engineering (Water & Sanitation)

Dr. Myint Than Tun Head of Sub-Dept; Department of Engineering (Water & Sanitation)

U Maung Maung Htay Head of Sub-Dept; Department of Engineering (Water & Sanitation)

U Htin Lin Kha Head of Sub-Dept; Department of Engineering (Water & Sanitation)

Daw Thwet Naing Oo Head of Sub-Dept; Department of Engineering (Water & Sanitation)

Daw Wai Wai Myint Head of Sub-Dept; Department of Engineering (Water & Sanitation)

Daw Khin Aye Myint Head of Sub-Dept; Department of Engineering (Water & Sanitation)

Daw Aye Aye Mar Assistant Engineer YCDC Water and Sanitation Dept;

Daw Pyae Pyae Phyoe Flat YCDC, Urban Planning Dept;

Daw New Thazin Sub Assistant Engineer YCDC, Urban Planning Dept;

Daw Thiri Ko Ko Flat YCDC, Urban Planning Dept;

U Khaing Zaw Win Assistant Chief Engineer YCDC

U Moe Htein Linn Assistant Engineer YCDC

U Myint Win Sub Assistant Engineer YCDC

U Than Htay Assistant Engineer YCDC

U Zaw Naing Oo Sub Assistant Engineer YCDC

U Win Htway Assistant Engineer YCDC

U Kyaw Kyaw Oo Assistant Engineer YCDC

U Nay Lin Assistant Engineer YCDC

Daw Nandar Lin Assistant Engineer YCDC

Daw Moe Nilar Aung Assistant Engineer YCDC (Road and Bridge Dept;)

Daw Moe Moe Assistant Engineer YCDC (Road and Bridge Dept;)

U Lwin Min Regional Chief administrator Latha Township Management Department

U Min Aung Lynn Regional Chief administrator Latha Township YCDC

U Kyi Win Chairman Latha Township Development & Support Committee

U Kyaw Zin Regional Chief administrator Lanmadaw Township Management Department


G-18

U Khin Maung Gyi Regional Chief administrator Lanmadaw Township YCDC

U Htay Aung Chairman Lanmadaw Township Development & Support Committee

Regional Chief administrator Pabedan Township Management Department

U Than Win Regional Chief administrator Pabedan Township YCDC

U Ba Than Chairman Pabedan Township Development & Support Committee

U Myo Naing Regional Chief administrator Kyauktada Township Management Department

U Aung Zaw Moe Regional Chief administrator Kyauktada Township YCDC

U Thant Zaw Oo Regional Chief administrator Botahtaung Township Management Department

U Yei Myint Regional Chief administrator Botahtaung Township YCDC

Dr. Tha Nyan Chairman Botahtaung Township Development & Support Committee

U Kyaw Zay Ya Regional Chief administrator Pazuntaung Township Management Department

U Zaw Myint Regional Chief administrator Pazuntaung Township YCDC

U Nyan Win Chairman Pazuntaung Township Development & Support Committee

U Than Naing Regional Chief administrator Alone Township Management Department

U Thein Zaw Regional Chief administrator Alone Township YCDC

U Own Myint Chairman Alone Township Development & Support Committee

U Than Hlaing Regional Chief administrator Dagon Township YCDC

U Kyaw Ye Thway Regional Chief administrator Kyee Myint Daing Township Management Department

U Nyo Thin Aung Regional Chief administrator Kyee Myint Daing Township YCDC

U Kar Si/ U Win Zaw

Chairman Kyee Myint Daing Township Development & Support Committee

U Tin Oo Regional Chief administrator Sanchaung Township YCDC

U Aung Lin Chairman Sanchaung Township Development & Support Committee

U Zaw Lwin Aung Regional Chief administrator Bahan Township YCDC

U Aung Kyaw Soe Regional Chief administrator Tarmwe Township YCDC

U Zaya Own Regional Chief administrator Mingalar Taungnyut Township Management Department

U Kyaw Soe Regional Chief administrator Mingalar Taungnyut Township YCDC

U Khin Maung Kyway/ U Than Hote

President Mingalar Taungnyut Township Development & Support Committee

U Tun Win President Seitkan Township Development & Support Committee

U Thein Htay Regional Chief administrator New-Dagon (East) Township YCDC

U Win Naing/ U Soe Min

President New-Dagon (East) Township Development & Support Committee

U Hla Thein Regional Chief administrator New-Dagon(South) Township YCDC

U Tin Maung Nyein President New-Dagon (South) Township Development & Support Committee

U Tin Nyunt Regional Chief administrator New-Dagon (North)Township Management Department

U Myat Maw Oo Regional Chief administrator New-Dagon(North) Township YCDC

U Ko Ko Lay President New-Dagon (North) Township Development & Support Committee

U Myo Soe Moe Regional Chief administrator Dagon Seitkan Township Management Department

U Kyaw Sein Regional Chief administrator Dagon Seitkan Township YCDC

U Soe Maung President Dagon Seitkan Township Development & Support Committee

U Kyaw Aye Regional Chief administrator Tharketa Township YCDC

U Aung Ko Zaw President Tharketa Township Development & Support Committee

U Myint Wai Regional Chief administrator Dawbon Township Management Department

Regional Chief administrator Dawbon Township YCDC

U Aung Myint President Dawbon Township Development & Support Committee

MRTV Daw Mar Lwin Oo/ Daw War War Min

MRTV- News


G-19

MRTV-4 Daw Ei Theingi Myint

Skynet U Zaw Ye Aung

City News

MWD U Soe Min Aung/ U Zin Ko Ko

Weekly Eleven

Snap Shot

Popular News

Shwe Naing Ngan Thit

Union Daily

Myanmar Freedom Daily

Pe Tin Than Journal


Dennis Aung Aung

The Messenger Tin Maung Oo

7 Day News

The Farmer

7 Day News Senior Reporter Ei Phyu Mar


Senior Reporter Soe Sandi Oo

Win Thet Maw Senior Reporter Unity

Wai Wai Hnin Reporter Flower News

Zayar Myat Khaing Deputy CE Monitor News Irr.

Reporter Journal Moe Lwin Thet

Mr. Park Keon-Soo 1st Secretary Embassy of the Republic of Korea

Mr. Bae Hyun-Jin Engineer K-water

Emilie Röell Trainee Operations Section Office of the European Union in Myanmar

Henrice Stöbesand Research Assistant German Embassy of Yangon

Ms. Winnie Cetral Secretary International Enterprise of Singapore

Mr. Aung Khine Tun Senior External Relation

Coordinator CESVI- Myanmar

Dr. Maung Maung M.Y Associates Co., Ltd.

Mr. Akihito SANJO Senior Representative JICA Myanmar Office

Ms. Noriko SAKURAI

Project Formulation Adviser JICA Myanmar Office

Ms. Myat Thuzar JICA Myanmar Office

Mr. Masaru MATSUOKA

JICA Expert JICA Expert

Mr. Kazufumi Momose

JICA Study Team

Mr. Hirotaka Sato JICA Study Team

Mr. Masafumi Miyamoto

JICA Study Team

Mr. Atsuo Ohno JICA Study Team

Mr. Hiroshi Nishimaki JICA Study Team

Mr. Kaoru Kariya JICA Study Team

Mr. Yasuhiko Morita JICA Study Team

Ms. Shoko Yamada JICA Study Team

Ms. Khin Latt Cho JICA Study Team

Ms. Hsu Mon Win JICA Study Team

Ms. May The Phyu JICA Study Team


G-20

Attachment 2

Comments from the Participants

1. Prof. Dr. Khin Ni Ni Thein, Founder and President, Water, Research and Training Center

(WRTC) Myanmar, IWRM Expert, Sustainable Water Resources Development Standing

Committee

1) Study schedule and area: well organized. Good

2) Water Supply: very good

3) Sewerage system: also very good but we still need to consider the appropriate use

of treated water before its disposal

4) Tariff: the definition of non-domestic use need to expand.

Suggestions: *we need to take drainage study.

1) YCDC should follow up the recommendations from tariff setting principles. the

presentation is “S”.

2) YCDC should translate presentation 3 and 4 into Myanmar language and invite all

NGOs and Cos and make public relation event ASAP.

3) Public consultation to limited invitees only need to expand to NGOs. To seek

public acceptance. Need more stakeholders’ participation. Water transfer from Inya Lake to

Kandawgyi is going to cause a major problem. We need to seriously reconsider.

4) Water allocation 30 MGD to Yangon City and 10 MGD to SEZ is reasonable.

5) Can we get soft-copy of all presentation and calculations behind the last

presentation? Result of EIA, SIA and mitigation measures.

2. Dr. Tha Nyan, Botataung Township

Tariff setting for sewerage system quite interesting. If we start tariff for sewerage we can help to

get full cost recovery.

But it may be a little early for country wise. Shall we start from hotels, restaurant, condominium,

industrial zone, etc. as a test case.

3. Dr. Than Than Soe, Director (Rtd), Department of Human Settlement & Housing

Development, Ministry of Construction

Nyamoyeik Phase 2 has now been operating. By the year 2015, how will YCDC be

implemented of plans for transmission main, distribution system to become true for the

Master Plan (JICA dream)?

Will the Lagyunpin water supply system fully served for Thilawa SEZ. If not, what

proposed plans to meet the demand of Thilawa SEZ?

For the modernization of water supply zone 1 is JICA ODA will take into account

on implementation, by means of financial support?


G-21

My opinion. Master Plan for the improvement of Yangon City is important.

Implementation works (short, mid, long term programme) will also important.

4. Dr. Khin Maung Lwin, National Consultant, ADB

Tariff setting is a necessity but it needs a series of public consultation meetings involving every

actor/stakeholder/consumer.

People’s behavior play critical role in sustainability of the system.

It is very interesting to see the sewerage tariff set in Manila and Singapore. Their experiences

need to be shared with YCDC to adopt this innovation by all citizens of Yangon.